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HomeMy WebLinkAboutReso 24-07 Dublin Commons Vesting Tentative Tract MapReso. No. 24-07, Item 6.1, Adopted 9/10/2024 Page 1 of 2 RESOLUTION NO. 24-07 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF DUBLIN RECOMMENDING THAT THE CITY COUNCIL APPROVE VESTING TENTATIVE TRACT MAP NO. 8708 AND A DEVELOPMENT AND COMMUNITY BENEFIT PROGRAM AGREEMENT RELATED TO THE DUBLIN COMMONS PROJECT PLPA-2024-00047 (APNS: 941-0305-043-00, 941-0305-044-00, 941-0305-038-00, 941-0305-039-00, 941-0305- 040-00, 941-0305-029-02, 941-0305-028-00) WHEREAS, the Applicant, Mario Tija with Hines Interests Limited Partnership, on behalf of the Property Owner, ASVRF Dublin Place, submitted an application for a Vesting Tentative Tract Map and Development and Community Benefit Agreement for the Dublin Commons Project (project). The project is a mixed-use project of up to 275,000 SF of retail (consisting of 155,000 SF of new retail and 120,000 SF of existing retail), 535,000 SF of Research and Development (Life Science), 1,510 multifamily residential units, and a new Town Square; and WHEREAS, the project site is located in Downtown Dublin, within the Retail District of the Downtown Dublin Specific Plan; and WHEREAS, the project is located within the Dublin Place Shopping Center and occupies at least a portion of the following parcels: 941-0305-043-00, 941-0305-044-00, 941-0305-038-00, 941-0305-039-00, 941-0305-040-00, 941-0305-029-02, 941-0305-028-00; and WHEREAS, the California Environmental Quality Act (CEQA), along with State Guidelines and City Environmental Regulations, requires environmental review for certain projects; and WHEREAS, the project is located within the Downtown Dublin Specific Plan (DDSP) area, covered by the Environmental Impact Report (EIR) (State Clearinghouse No. 2010022005), certified by City Council Resolution No. 08-11 on February 1, 2011. In accordance with CEQA Guidelines Section 15168(c)(2), the project was reviewed, confirming that it falls within the development scope analyzed in the DDSP EIR. There is no new substantial evidence of additional effects, required mitigation, or conditions that would necessitate supplemental environmental review under CEQA Guidelines Section 15162; and WHEREAS, under CEQA Guidelines Section 15182(a), the project is exempt from further EIR review, as it is consistent with the previously analyzed specific plan; and WHEREAS, a Staff Report, dated September 10, 2024, and incorporated herein by reference, described and analyzed the proposed project; and WHEREAS, the Planning Commission held a properly noticed public hearing on the Project, on September 10, 2024, at which time all interested parties had the opportunity to be heard. Reso. No. 24-07, Item 6.1, Adopted 9/10/2024 Page 2 of 2 NOW, THEREFORE, BE IT RESOLVED that the foregoing recitals are true and correct and made a part of this resolution. BE IT FURTHER RESOLVED that the Planning Commission recommends that the City Council approve the Resolution attached as Exhibit A approving Vesting Tentative Tract Map No. 8708 for the Dublin Commons project, based on the findings and conditions of approval, as set forth in Exhibit A. BE IT FURTHER RESOLVED that the Planning Commission recommends that the City Council adopt the Ordinance, attached as Exhibit B, approving the Development and Community Benefit Program Agreement between the City of Dublin and ASVRF Dublin Place LP based on findings, as set forth in Exhibit B and for Staff to continue to work with the developer on terms in the Development and Community Benefit Program Agreement regarding prevailing wage. PASSED, APPROVED AND ADOPTED this 10th day of September 2024 by the following vote: AYES: Aini, Grier, Ochoa, Wright NOES: ABSENT: Rashid, Tyler ABSTAIN: Planning Commission Chair ATTEST: _____________ Community Development Director E2 D2 D1 A B C F H1 SECOND ST (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) SE R V I C E L A N E PLAZA DR (PRIVATE) FIRST ST (PUBLIC) WO O D L A N D A V E ( P U B L I C ) WO O D L A N D A V E ( P R I V A T E ) FIRST ST (PUBLIC) THIRD ST (PRIVATE) CO M M O N S D R I V E ( P R I V A T E ) G J1 E1 E3 H2 J2 CO M M O N S C I R C L E ( P R I V A T E ) A M A D O R P L A Z A R O A D ( P U B L I C ) DUBLIN BOULEVARD (PUBLIC) SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) J3 (SEE DUBLIN PLACE NORTH PACKAGE) VICINITY MAP R Call before you dig. below.Know what'sSHEET KEY SHEET DESCRIPTION C1.0 COVER SHEET C1.1 NOTES C2.1 TOPOGRAPHIC SURVEY C2.2 TOPOGRAPHIC SURVEY C2.3 VESTING TENTATIVE MAP FOR TRACT NO. 8708 C2.4 VESTING TENTATIVE MAP FOR TRACT NO. 8708 C3.1 DEMOLITION PLAN C3.2 DEMOLITION PLAN C4.0 PRELIMINARY SITE PLAN C4.1 PRELIMINARY PUBLIC STREET LAYOUT C4.2 PRELIMINARY PUBLIC STREET LAYOUT C4.3 PRELIMINARY PUBLIC STREET SECTIONS C4.4 PRELIMINARY PUBLIC STREET SECTIONS C4.5 PRELIMINARY PRIVATE STREET SECTIONS C5.1 PRELIMINARY GRADING PLAN C5.2 PRELIMINARY GRADING PLAN C6.1 PRELIMINARY UTILITY PLAN C6.2 PRELIMINARY UTILITY PLAN C6.3 PRELIMINARY UTILITY PLAN - PUBLIC VS. PRIVATE C7.0 PRELIMINARY SWQCP - PRIVATE C7.1 PRELIMINARY SWQCP - PUBLIC C7.2 PRELIMINARY SWQCP - PUBLIC C8.0 PRELIMINARY EROSION CONTROL PLAN C8.1 PRELIMINARY EROSION CONTROL DETAILS C8.2 CLEAN BAY BLUE PRINT C9.0 EXISTING SITE EASEMENT MODIFICATIONS C9.1 PROPOSED SITE EASEMENTS C9.2 PROPOSED SITE EASEMENTS C10.1 FIRE ACCESS PLAN C10.2 FIRE ACCESS PLAN C11.0 FIRE TRUCK TURNING C12.0 GARBAGE TRUCK TURNING C13.1 TRUCK TURNING - ENTER C13.2 TRUCK TURNING - EXIT SHEET INDEX CIVIL ENGINEER KIER & WRIGHT CIVIL ENGINEERS & SURVEYORS, INC. ATTN: ZICO SARYEDDEAN, P.E. 2850 COLLIER CANYON ROAD LIVERMORE, CA 94551 925-245-8788 DEVELOPER HINES ATTN: MARIO TJIA 101 CALIFORNIA STREET, SUITE 1000 SAN FRANCISCO, CA 94111 203-848-8889 LANDSCAPE ARCHITECT SWA ATTN: WOONGHOO LEE 811 W 7TH STREET, 8TH FLOOR LOS ANGELES, CA 90017 213-236-9090 ARCHITECT GENSLER ATTN: RORIE POBLETE 500 S FIGUEROA STREET LOS ANGELES, CA 90071 213.327.3600 © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL AS NOTED C1.0 COVER SHEET N A M A D O R P L A Z A R D AMADOR VALLEY BLVD NO R T H SITE DUBLIN BLVD VESTING TENTATIVE MAP OF TRACT NO. 8708 FOR CONDOMINIUM PURPOSES OFDUBLIN PLACE SOUTH PARCEL FORHINES DUBLIN,CALIFORNIA C2.1 C2.3 C3.1 C5.1 C6.1 C9.1 C10.1 C2.2 C2.4 C3.2 C5.2 C6.2 C9.2 C10.2 GENERAL NOTES ” PROPOSED LOT DATA © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL AS NOTED C1.1 NOTES ABBREVIATIONS LEGENDPROPOSED LOT GENERAL NOTES NOTES RELATING TO MID-BLOCK PASSAGES, PRIVATESTREETS, AND ANY NON-DEDICATED OPEN SPACE AREAS NOTES RELATING TO OPEN SPACE DEDICATIONS EXISTING LOT DATA NOTES RELATING TO STREETS NOTES RELATING TO VACATIONSNOTES RELATING TO CONDOMINIUMS PARCEL 3 PARCEL C(105 M 52) PARCEL B(105 M 52) PARCEL A(105 M 52) PARCEL B(105 M 52) A M A D O R P L A Z A R O A D AMADOR VALLEY BOULEVARD PARCEL 3 PARCEL C(105 M 52) PARCEL B(105 M 52) PARCEL A(105 M 52) PARCEL B(105 M 52) A M A D O R P L A Z A R O A D AMADOR VALLEY BOULEVARD © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NOTES ” NO R T H 1" = 50' C2.1 TOPOGRAPHIC SURVEY SEE SHEET C2.2 PARCEL 1(216 M 49-50) PARCEL 3(216 M 49-50) PARCEL 2(249 M 40-41) PARCEL 1(249 M 40-41) PARCEL 2(216 M 49-50) DUBLIN BOULEVARD A M A D O R P L A Z A R O A D PARCEL 1(216 M 49-50) PARCEL 3(216 M 49-50) PARCEL 2(249 M 40-41) PARCEL 1(249 M 40-41) PARCEL 2(216 M 49-50) DUBLIN BOULEVARD A M A D O R P L A Z A R O A D © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H 1" = 50' C2.2 TOPOGRAPHIC SURVEY SEE SHEET C2.1 A M A D O R P L A Z A R O A D AMADOR VALLEY BOULEVARD EXISTING BUILDING TO REMAIN LOT 9 BLOCK F 3.7582± AC. LOT 8 BLOCK C 4.8169± AC. LOT 4 BLOCK B 3.0738± AC. LOT 5 BLOCK E1 1.4945± AC. PARCEL C BLOCK H2 0.3903± AC. LOT 6 BLOCK E2 1.6883± AC. PROPOSED LOT LINE (TYP) PROPOSED LOT LINE (TYP) PROPOSED LOT LINE (TYP) SECOND STREET (PUBLIC) CO M M O N S D R I V E (P R I V A T E ) WO O D L A N D A V E N U E (P R I V A T E ) CO M M O N S D R I V E ( P R I V A T E ) SECOND STREET (PRIVATE/PAE) (PUBLIC IN FUTURE) LOT 10 BLOCK H1 1.0952± AC. LOT 11 BLOCK G 3.8010± AC. PROPOSED LOT LINE (TYP) SEE SHEET C2.4 MATCHLINE ABBREVIATIONS NO R T H LEGEND © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 03/18/2024 SDR ENTITLEMENTS REVIEW #1 AS NOTED C2.3 EASEMENT NOTE VESTING TENTATIVE MAP FOR CONDOMINIUM PURPOSES TRACT NO. 8708 DETAIL "B" DETAIL "A" DUBLIN BOULEVARD A M A D O R P L A Z A R O A D LOT 4 BLOCK B 3.0738± AC. LOT 5 BLOCK E1 1.4945± AC. LOT 7 BLOCK E3 0.7908± AC. FIRST ST, SECOND ST & WOODLAND AVENUE (PROPOSED STREETS) 3.2707± AC. PARCEL A BLOCK J1 0.6378± AC. LOT 2 BLOCK D2 1.8392± AC. LOT 1 BLOCK D1 3.1267± AC. LOT 3 BLOCK A 4.7237± AC. PARCEL B BLOCK J2 0.1447± AC. LOT 6 BLOCK E2 1.6883± AC. PARCEL D BLOCK J3 0. 1168± AC. PROPOSED LOT LINE (TYP) PROPOSED LOT LINE (TYP) PROPOSED PROPERTY LINE (TYP) EXISTING PROPERTY LINE (TYP) PROPOSED PROPERTY LINE (TYP) EXISTING PROPERTY LINE (TYP) PROPOSED LOT LINE (TYP) SECOND STREET (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) FIRST STREET (PUBLIC) WO O D L A N D A V E N U E (P U B L I C ) PLAZA DRIVE (PRIVATE) CO M M O N S C I R C L E (P R I V A T E ) SECOND STREET (PRIVATE/PAE) (PUBLIC IN FUTURE) MATCHLINE SEE SHEET C2.3 NO R T H © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 03/18/2024 SDR ENTITLEMENTS REVIEW #1 AS NOTED VESTING TENTATIVE MAP FOR CONDOMINIUM PURPOSES C2.4 LOT 9 BLOCK F 3.7582± AC. LOT 8 BLOCK C 4.8169± AC. TRACT NO. 8708 PARCEL 3 PARCEL C(105 M 52) PARCEL B(105 M 52) PARCEL A(105 M 52) PARCEL B(105 M 52) A M A D O R P L A Z A R O A D AMADOR VALLEY BOULEVARD PARCEL 3 PARCEL C(105 M 52) PARCEL B(105 M 52) PARCEL A(105 M 52) PARCEL B(105 M 52) A M A D O R P L A Z A R O A D AMADOR VALLEY BOULEVARD (SEE DUBLIN PLACE NORTH PACKAGE) © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H 1" = 50' C3.1 DEMOLITION PLAN SEE SHEET C3.2 LEGEND KEYNOTES PARCEL 1(216 M 49-50) PARCEL 3(216 M 49-50) PARCEL 2(249 M 40-41) PARCEL 1(249 M 40-41) PARCEL 2(216 M 49-50) DUBLIN BOULEVARD A M A D O R P L A Z A R O A D PARCEL 1(216 M 49-50) PARCEL 3(216 M 49-50) PARCEL 2(249 M 40-41) PARCEL 1(249 M 40-41) PARCEL 2(216 M 49-50) DUBLIN BOULEVARD A M A D O R P L A Z A R O A D © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H 1" = 50' C3.2 DEMOLITION PLAN SEE SHEET C3.1 LEGEND KEYNOTES E2 D2 D1 A B C F SECOND ST (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) PLAZA DR (PRIVATE) FIRST ST (PUBLIC) WO O D L A N D A V E ( P U B L I C ) WO O D L A N D A V E ( P R I V A T E ) FIRST ST (PUBLIC) THIRD ST (PRIVATE) CO M M O N S D R I V E ( P R I V A T E ) J1 E1 E3 J2 CO M M O N S C I R C L E ( P R I V A T E ) A M A D O R P L A Z A R O A D ( P U B L I C ) DUBLIN BOULEVARD (PUBLIC) SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) J3 A M A D O R P L A Z A R D © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H C4.0 PRELIMINARY SITE PLAN AS NOTED KEYNOTES PARKING DETAIL SCALE: 1"=20' DUBLIN BLVD. AND COMMONS CIRCLE INTERSECTION SCALE: 1"=60' DUBLIN BLVD. AND AMADOR PLAZA RD. INTERSECTION SCALE: 1"=60' LEGEND: PROPOSED PUBLIC STREET PROPOSED PRIVATE STREET BIORETENTION BASIN PROPERTY LINE SIGHT DISTANCE TRIANGLE EXISTING PROPERTY LINE PROPERTY LINE EASEMENT CENTER LINE (SEE DUBLIN PLACE NORTH PACKAGE) CO M M O N S C I R C L E ( P R I V A T E ) DUBLIN BOULEVARD (PUBLIC) AMADOR PLAZA RD © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL C4.1 PRELIMINARY PUBLIC STREET LAYOUT NO R T H NO R T H TH I R D S T . SE C O N D S T . FIR S T S T . PL A Z A D R . WO O D L A N D A V E . CO M M O N S C I R C L E A M A D O R P L A Z A D R . AS NOTED D1A D1D3E1F DU B L I N B L V D . (P U B L I C ) LEGEND: PROPOSED PUBLIC STREET PROPOSED PRIVATE STREET BIORETENTION PLANTER RIGHT TURN INTERSECTION SIGHT DISTANCE TRIANGLE LEFT TURN INTERSECTION SIGHT DISTANCE TRIANGLE EXISTING PROPERTY LINE PROPERTY LINE EASEMENT CENTER LINE AMADOR PLAZA ROAD DETAIL DUBLIN BOULEVARD DETAIL SECOND ST (PUBLIC) SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) A M A D O R P L A Z A R D CO M M O N S D R I V E ( P R I V A T E ) FIRST ST (PUBLIC) WO O D L A N D A V E ( P U B L I C ) FIRST ST (PUBLIC) A M A D O R P L A Z A R O A D ( P U B L I C ) © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL C4.2 PRELIMINARY PUBLIC STREET LAYOUT AS NOTED NO R T H LEGEND: PROPOSED PUBLIC STREET PROPOSED PRIVATE STREET BIORETENTION PLANTER RIGHT TURN INTERSECTION SIGHT DISTANCE TRIANGLE LEFT TURN INTERSECTION SIGHT DISTANCE TRIANGLE EXISTING PROPERTY LINE PROPERTY LINE EASEMENT CENTER LINE FIRST STREET DETAIL SECOND STREET DETAIL WO O D L A N D A V E . CO M M O N S D R I V E WO O D L A N D A V E . CO M M O N S D R I V E WO O D L A N D A V E . WO O D L A N D A V E . CO M M O N S D R I V E CO M M O N S C I R C L E CO M M O N S C I R C L E DUBLIN BLVD (PUBLIC)A EXISTING PROPOSED DUBLIN BLVD (PUBLIC)B EXISTING PROPOSED C EXISTING PROPOSED AMADOR PLAZA RD (PUBLIC) D EXISTING PROPOSED AMADOR PLAZA RD (PUBLIC) E EXISTING PROPOSED AMADOR PLAZA RD (PUBLIC) © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL C4.3 PRELIMINARY PUBLIC STREET SECTIONS AS NOTED WOODLAND AVE (PUBLIC)F FIRST STREET (PUBLIC)H FIRST STREET (PUBLIC) WITH ON-STREET PARKING I FIRST STREET (PUBLIC)J SECOND STREET (PUBLIC)G FIRST STREET TRANSITION (PUBLIC)Q © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL C4.4 PRELIMINARY PUBLIC STREET SECTIONS AS NOTED WOODLAND AVE (PRIVATE)L EXISTING TARGET COMMONS DR. (PRIVATE)M COMMONS CIR. (PRIVATE)N COMMONS CIR. (PRIVATE)P COMMONS CIR. (PRIVATE)K © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL C4.5 PRELIMINARY PRIVATE STREET SECTIONS AS NOTED A M A D O R P L A Z A R O A D AMADOR VALLEY BOULEVARD NEW BLDG.FF=340.0 NEW BLDG.FF=340.0 E2 C F H1 G H2 A M A D O R P L A Z A R O A D AMADOR VALLEY BOULEVARD FF= 342.8 EFF= 344.61 FF= 344.8 CO M M O N S D R CO M M O N S D R SECOND ST (PUBLIC)SECOND ST FF= 345.3 WO O D L A N D A V E . ( P R I V A T E ) (SEE DUBLIN PLACE NORTH PACKAGE) LEGEND © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H AS SHOWN C5.1 PRELIMINARY GRADING PLAN SEE SHEET C5.2B E2 E1 DUBLIN BOULEVARD A M A D O R P L A Z A R O A D E2 D2 D1 A B J1 E1 E3 J2 J3 DUBLIN BOULEVARD A M A D O R P L A Z A R O A D FF= 339.5 FF= 343.6 FF= 342.2 FF= 338.2 FF= 345.3 FF= 340.6 FF= 340.0 FF= 335.1 FF= 340.6 FF= 335.5 FF= 343.0 FF= 345.7 FF= 342.2 FF= 344.5 FF= 342.8 FF= 342.0 FF= 342.8 FF= 342.4 FF= 338.4 FF= 338.1 FF= 340.5 FF= 340.6 FF= 335.1 FF= 344.8 CO M M O N S D R FIRST ST (PUBLIC) WO O D L A N D A V E . ( P U B L I C ) SECOND ST (PUBLIC)SECOND ST FF= 336.8 FF= 338.1 FF= 346.1FF= 343.3FF= 344.0 FF= 346.5 FF= 346.1 FF= 345.3 FF= 345.3 FF= 343.6 FF= 338.2 LEGEND © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H AS SHOWN C5.2 PRELIMINARY GRADING PLAN SEE SHEET C5.1 EFF= 344.61 A M A D O R P L A Z A R O A D AMADOR VALLEY BOULEVARD E2 C F H1 SECOND ST (PUBLIC) SE R V I C E L A N E WO O D L A N D A V E ( P R I V A T E ) THIRD ST (PRIVATE) CO M M O N S D R I V E ( P R I V A T E ) G H2 SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) A M A D O R P L A Z A R O A D AMADOR VALLEY BOULEVARD (SEE DUBLIN PLACE NORTH PACKAGE) LEGEND © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H AS SHOWN C6.1 PRELIMINARY UTILITY PLAN SEE SHEET C6.2 DUBLIN BOULEVARD A M A D O R P L A Z A R O A D E2 D2 D1 A B SECOND ST (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) PLAZA DR (PRIVATE) FIRST ST (PUBLIC) WO O D L A N D A V E ( P U B L I C ) FIRST ST (PUBLIC) J1 E1 E3 J2 CO M M O N S C I R C L E ( P R I V A T E ) A M A D O R P L A Z A R O A D ( P U B L I C ) DUBLIN BOULEVARD (PUBLIC) SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) J3 DUBLIN BOULEVARD A M A D O R P L A Z A R O A D LEGEND © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H AS SHOWN C6.2 PRELIMINARY UTILITY PLAN SEE SHEET C6.1 NEW BLDG.FF=340.0 NEW BLDG.FF=340.0 E2 D2 D1 A B C F H1 SECOND ST (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) SE R V I C E L A N E PLAZA DR (PRIVATE) FIRST ST (PUBLIC) WO O D L A N D A V E ( P U B L I C ) WO O D L A N D A V E ( P R I V A T E ) FIRST ST (PUBLIC) THIRD ST (PRIVATE) CO M M O N S D R I V E ( P R I V A T E ) G J1 E1 E3 H2 J2 CO M M O N S C I R C L E ( P R I V A T E ) A M A D O R P L A Z A R O A D ( P U B L I C ) DUBLIN BOULEVARD (PUBLIC) SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) J3 (SEE DUBLIN PLACE NORTH PACKAGE) LEGEND © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H AS SHOWN C6.3 PRELIMINARY UTILITY PLAN - PUBLIC VS. PRIVATE A M A D O R P L A Z A R O A D DUBLIN BOULEVARD AMADOR VALLEY BOULEVARD E2 D2 D1 A B C F H1 SECOND ST (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) SE R V I C E L A N E PLAZA DR (PRIVATE) FIRST ST (PUBLIC) WO O D L A N D A V E ( P U B L I C ) WO O D L A N D A V E ( P R I V A T E ) FIRST ST (PUBLIC) THIRD ST (PRIVATE) CO M M O N S D R I V E ( P R I V A T E ) G J1 E1 E3 H2 J2 CO M M O N S C I R C L E ( P R I V A T E ) A M A D O R P L A Z A R O A D ( P U B L I C ) DUBLIN BOULEVARD (PUBLIC) SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) J3 NEW BLDG.FF=340.0 NEW BLDG.FF=340.0 (SEE DUBLIN PLACE NORTH PACKAGE) LEGEND © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H AS NOTED C7.0 PRELIMINARY SWQCP - PRIVATE SILVA CELL BIORETENTION SYSTEM DETAIL 2 DRIVE AISLE DUBLIN BOULEVARD A M A D O R P L A Z A R O A D A M A D O R P L A Z A R O A D AMADOR VALLEY BOULEVARD DMA 1 DMA 1 DM A 2 DMA 1 DMA 1 DMA 1 DMA 3 DMA 3 BIO-RETENTION PLANTER DETAILS WITH LINER 1 NOTES E2 F SECOND ST (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) FIRST ST (PUBLIC) THIRD ST (PRIVATE) CO M M O N S D R I V E ( P R I V A T E ) E1 E3 A M A D O R P L A Z A R O A D ( P U B L I C ) ST-FS-DMA-4 ST-FS-DMA-5 ST-FS-DMA-7 ST-SS-DMA-1 ST-SS-DMA-2 ST-SS-DMA-3 ST-SS-DMA-4 ST-SS-DMA-5 S T - A P - D M A - 1 S T - A P - D M A - 2 S T - A P - D M A - 3 S T - A P - D M A - 4 © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H AS NOTED C7.1 PRELIMINARY SWQCP - PUBLIC A M A D O R P L A Z A R O A D LEGEND CITY OF DUBLIN STANDARD BIORETENTION DETAILS NOTES TYPICAL TREE IN BIORETENTION DETAIL E2 D2 D1 A B CO M M O N S D R I V E ( P R I V A T E ) PLAZA DR (PRIVATE) FIRST ST (PUBLIC) WO O D L A N D A V E ( P U B L I C ) FIRST ST (PUBLIC) J1 E1 E3 J2 CO M M O N S C I R C L E ( P R I V A T E ) A M A D O R P L A Z A R O A D ( P U B L I C ) DUBLIN BOULEVARD (PUBLIC) SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) J3 ST-DB-DMA-1 ST-DB-DMA-2 ST-DB-DMA-3 ST-DB-DMA-4 ST-DB-DMA-5 ST-DB-DMA-6 ST-DB-DMA-7 ST-DB-DMA-8 ST-DB-DMA-9 ST-DB-DMA-10 ST - W A - D M A - 1 ST - W A - D M A - 2 ST - W A - D M A - 3 ST - W A - D M A - 4 ST - W A - D M A - 5 ST - W A - D M A - 7 ST - W A - D M A - 6 ST - W A - D M A - 8 ST - W A - D M A - 9 ST - W A - D M A - 1 0 ST-FS-DMA-1 ST-FS-DMA-2 ST-FS-DMA-3 ST-FS-DMA-4 ST-FS-DMA-5 ST-FS-DMA-8 ST-FS-DMA-7 ST-FS-DMA-6 S T - A P - D M A - 2 S T - A P - D M A - 3 S T - A P - D M A - 4 S T - A P - D M A - 5 S T - A P - D M A - 6 © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H AS NOTED C7.2 PRELIMINARY SWQCP - PUBLIC DUBLIN BOULEVARD A M A D O R P L A Z A R O A D LEGEND E2 D2 D1 A B C F H1 SECOND ST (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) SE R V I C E L A N E PLAZA DR (PRIVATE) FIRST ST (PUBLIC) WO O D L A N D A V E ( P U B L I C ) WO O D L A N D A V E ( P R I V A T E ) FIRST ST (PUBLIC) THIRD ST (PRIVATE) CO M M O N S D R I V E ( P R I V A T E ) G J1 E1 E3 H2 J2 CO M M O N S C I R C L E ( P R I V A T E ) A M A D O R P L A Z A R O A D ( P U B L I C ) DUBLIN BOULEVARD (PUBLIC) SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) J3 NEW BLDG.FF=340.0 NEW BLDG.FF=340.0 (SEE DUBLIN PLACE NORTH PACKAGE) © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H AS NOTED C8.0 PRELIMINARY EROSION CONTROL PLAN DUBLIN BOULEVARD A M A D O R P L A Z A R O A D A M A D O R P L A Z A R O A D AMADOR VALLEY BOULEVARD LEGEND CITY OF DUBLIN EROSION AND SEDIMENT CONTROLPLAN SET NOTES © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL AS NOTED C8.1 PRELIMINARY EROSION CONTROL DETAILS STABILIZED CONSTRUCTION ENTRANCE PROFILE PLAN 1 STRAW WATTLE LIVE STAKE 1"x1" STAKE 2 NOTE: ISOMETRIC SECTION 4 CURB INLET FILTER DETAIL DROP INLET SEDIMENT FILTER 3 © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL AS NOTED C8.2 CLEAN BAY BLUE PRINT PARCEL 1(216 M 49-50) PARCEL 3(216 M 49-50) PARCEL C(105 M 52) PARCEL B(105 M 52) PARCEL 2(249 M 40-41) PARCEL 1(249 M 40-41) PARCEL A(105 M 52) PARCEL B(105 M 52) PARCEL 2(216 M 49-50) PARCEL 1(216 M 49-50) PARCEL 3(216 M 49-50) PARCEL C(105 M 52) PARCEL B(105 M 52) PARCEL 2(249 M 40-41) PARCEL 1(249 M 40-41) PARCEL A(105 M 52) PARCEL B(105 M 52) PARCEL 2(216 M 49-50) (SEE DUBLIN PLACE NORTH PACKAGE) © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL EASEMENTS NUMBER COLOR CHART ACTION DESCRIPTION IN FAVOR OF GRANTED BY 1 ARIZONA FUNDING CORP. DUBLIN ASSOCIATES 2 CITY OF DUBLIN PFRS DUBLIN CORP. 3 DSRSD DUBLIN ASSOCIATES 4 PG&E DUBLIN ASSOCIATES5 CITY OF DUBLIN DUBLIN ASSOCIATES6 CITY OF DUBLIN DUBLIN ASSOCIATES 7 DSRSD 8 DSRSD 9 CITY OF DUBLIN DUBLIN ASSOCIATES 10 TARGET / HOME DEPOT PFRS DUBLIN CORP. DSRSD DUBLIN ASSOCIATES 11 12 ACFC&WCD QUALIFIED INVESTMENTS DUBLIN ASSOCIATES DUBLIN ASSOCIATES LEGENDAMADOR VALLEY BOULEVARD A M A D O R P L A Z A R O A D DUBLIN BOULEVARD AS NOTED C9.0 EXISTING SITE EASEMENT MODIFICATIONS AMADOR VALLEY BOULEVARD A M A D O R P L A Z A R O A D (SEE DUBLIN PLACE NORTH PACKAGE) E2 C F H1 SECOND ST (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) SE R V I C E L A N E WO O D L A N D A V E ( P R I V A T E ) THIRD ST (PRIVATE) CO M M O N S D R I V E ( P R I V A T E ) G E1 H2 SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL AS NOTED C9.1 PROPOSED SITE EASEMENTS NO R T H EASEMENTS NUMBER COLOR CHART ACTION DESCRIPTION IN FAVOR OF GRANTED BY 1 CITY OF DUBLIN 2 CITY OF DUBLIN 3 CITY OF DUBLIN 5 ZONE 7 6 PRIVATE LAND OWNERS 7 DSRSD 8 DSRSD 9 DSRSD HINES & ARA HINES & ARA HINES & ARA HINES & ARA DUBLIN ASSOCIATES HINES & ARA DUBLIN ASSOCIATES 10 DSRSD 4 CITY OF DUBLIN HINES & ARA DUBLIN ASSOCIATES HINES & ARA 11 ALAMEDA COUNTY FIRE HINES & ARA 12 CITY OF DUBLIN HINES & ARA LEGEND SEE SHEET C9.2 E1 B A M A D O R P L A Z A R O A D DUBLIN BOULEVARD E2 D2 D1 A B CO M M O N S D R I V E ( P R I V A T E ) PLAZA DR (PRIVATE) FIRST ST (PUBLIC) WO O D L A N D A V E ( P U B L I C ) FIRST ST (PUBLIC) J1 E1 E3 J2 CO M M O N S C I R C L E ( P R I V A T E ) A M A D O R P L A Z A R O A D ( P U B L I C ) DUBLIN BOULEVARD (PUBLIC) (PUBLIC IN FUTURE) J3 © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H EASEMENTS NUMBER COLOR CHART ACTION DESCRIPTION IN FAVOR OF GRANTED BY 1 CITY OF DUBLIN 2 CITY OF DUBLIN 3 CITY OF DUBLIN 5 ZONE 7 6 PRIVATE LAND OWNERS 7 DSRSD 8 DSRSD 9 DSRSD HINES & ARA HINES & ARA HINES & ARA HINES & ARA DUBLIN ASSOCIATES HINES & ARA DUBLIN ASSOCIATES 10 DSRSD 4 CITY OF DUBLIN HINES & ARA DUBLIN ASSOCIATES HINES & ARA 11 ALAMEDA COUNTY FIRE HINES & ARA 12 CITY OF DUBLIN HINES & ARA LEGEND SEE SHEET C9.1 AS NOTED C9.2 PROPOSED SITE EASEMENTS PARCEL 3(216 M 49-50) PARCEL C(105 M 52) PARCEL B(105 M 52) PARCEL A(105 M 52) A M A D O R P L A Z A R O A D AMADOR VALLEY BOULEVARD A M A D O R P L A Z A R O A D AMADOR VALLEY BOULEVARD E2 C F H1 SECOND ST (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) SE R V I C E L A N E WO O D L A N D A V E ( P R I V A T E ) THIRD ST (PRIVATE) CO M M O N S D R I V E ( P R I V A T E ) G H2 SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) (SEE DUBLIN PLACE NORTH PACKAGE) NO R T H LEGEND: PROPOSED FIRE ACCESS ROAD (MINIMUM 20' WIDE WITH 26' PROVIDED AT FIRE HYDRANTS PER DETAIL 1 BELOW PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT FIRE TURNING TEMPLATE © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL SEE SHEET C10.2 AS NOTED C10.1 FIRE ACCESS PLAN TYPICAL CLEARANCE AT FIRE HYDRANT TO BE PROVIDED 1 PARCEL 1(216 M 49-50) PARCEL 3(216 M 49-50) PARCEL 2(249 M 40-41) PARCEL 1(249 M 40-41) PARCEL 2(216 M 49-50) DUBLIN BOULEVARD A M A D O R P L A Z A R O A D DUBLIN BOULEVARD A M A D O R P L A Z A R O A D E2 D2 D1 A B SECOND ST (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) PLAZA DR (PRIVATE) FIRST ST (PUBLIC) WO O D L A N D A V E ( P U B L I C ) FIRST ST (PUBLIC) J1 E1 E3 J2 CO M M O N S C I R C L E ( P R I V A T E ) A M A D O R P L A Z A R O A D ( P U B L I C ) DUBLIN BOULEVARD (PUBLIC) SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) J3 NO R T HSEE SHEET C10.1 © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL AS NOTED C10.2 FIRE ACCESS PLAN LEGEND: PROPOSED FIRE ACCESS ROAD (MINIMUM 20' WIDE WITH 26' PROVIDED AT FIRE HYDRANTS PER DETAIL 1 BELOW PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED AERIAL ACCESS PROVIDED (MINIMUM 26' WIDE) FIRE TURNING TEMPLATE TYPICAL CLEARANCE AT FIRE HYDRANT TO BE PROVIDED 1 E2 D2 D1 A B C F H1 SECOND ST (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) SE R V I C E L A N E PLAZA DR (PRIVATE) FIRST ST (PUBLIC) WO O D L A N D A V E ( P U B L I C ) WO O D L A N D A V E ( P R I V A T E ) FIRST ST (PUBLIC) THIRD ST (PRIVATE) CO M M O N S D R I V E ( P R I V A T E ) G J1 E1 E3 H2 J2 CO M M O N S C I R C L E ( P R I V A T E ) A M A D O R P L A Z A R O A D ( P U B L I C ) DUBLIN BOULEVARD (PUBLIC) SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) J3 A M A D O R P L A Z A R D AMADOR VALLEY BLVD. (SEE DUBLIN PLACE NORTH PACKAGE) © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H AS NOTED C11.0 FIRE TRUCK TURNING NEW BLDG.FF=340.0 NEW BLDG.FF=340.0 E2 D2 D1 A B C F H1 SECOND ST (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) SE R V I C E L A N E PLAZA DR (PRIVATE) FIRST ST (PUBLIC) WO O D L A N D A V E ( P U B L I C ) WO O D L A N D A V E ( P R I V A T E ) FIRST ST (PUBLIC) THIRD ST (PRIVATE) CO M M O N S D R I V E ( P R I V A T E ) G J1 E1 E3 H2 J2 CO M M O N S C I R C L E ( P R I V A T E ) A M A D O R P L A Z A R O A D ( P U B L I C ) DUBLIN BOULEVARD (PUBLIC) SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) J3 A M A D O R P L A Z A R D AMADOR VALLEY BLVD. (SEE DUBLIN PLACE NORTH PACKAGE) © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H C12.0 GARBAGE TRUCK TURNING AS NOTED NEW BLDG.FF=340.0 NEW BLDG.FF=340.0 E2 D2 D1 A B C F H1 SECOND ST (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) SE R V I C E L A N E PLAZA DR (PRIVATE) FIRST ST (PUBLIC) WO O D L A N D A V E ( P U B L I C ) WO O D L A N D A V E ( P R I V A T E ) FIRST ST (PUBLIC) THIRD ST (PRIVATE) CO M M O N S D R I V E ( P R I V A T E ) G J1 E1 E3 H2 J2 CO M M O N S C I R C L E ( P R I V A T E ) A M A D O R P L A Z A R O A D ( P U B L I C ) DUBLIN BOULEVARD (PUBLIC) SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) J3 A M A D O R P L A Z A R D AMADOR VALLEY BLVD. (SEE DUBLIN PLACE NORTH PACKAGE) © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H C13.1 TRUCK TURNING - ENTER AS NOTED E2 D2 D1 A B C F H1 SECOND ST (PUBLIC) CO M M O N S D R I V E ( P R I V A T E ) SE R V I C E L A N E PLAZA DR (PRIVATE) FIRST ST (PUBLIC) WO O D L A N D A V E ( P U B L I C ) WO O D L A N D A V E ( P R I V A T E ) FIRST ST (PUBLIC) THIRD ST (PRIVATE) CO M M O N S D R I V E ( P R I V A T E ) G J1 E1 E3 H2 J2 CO M M O N S C I R C L E ( P R I V A T E ) A M A D O R P L A Z A R O A D ( P U B L I C ) DUBLIN BOULEVARD (PUBLIC) SECOND ST (PRIVATE/PAE) (PUBLIC IN FUTURE) J3 A M A D O R P L A Z A R D AMADOR VALLEY BLVD. (SEE DUBLIN PLACE NORTH PACKAGE) © Gensler Date Description Project Name Project Number Description Scale Seal / Signature 2015 NOT FOR CONSTRUCTION Tel 213.327.3600 Fax 213.327.3601 500 South Figueroa Street Los Angeles, California 90071 United States Kier + Wright 2850 Collier Canyon Road Livermore, CA 94551 Tel 925.245.8788 SWA Group 811 W 7th Street 8th Floor Los Angeles, CA 90017 Tel 213.236.9090 Square Peg Design Oakland, CA Tel 510.596.8810 BOLD 151 West 25th Street 11th Floor New York, 10001 Tel 212.674.6500 A21759 Dublin Place - South Parcel HINES & ARA 7300 Amador Plaza Road Dublin, CA 94568 08/02/2024 FIRST VESTING TENTATIVE MAP SUBMITTAL 08/23/2024 SECOND VESTING TENTATIVE MAP SUBMITTAL NO R T H C13.2 TRUCK TURNING - EXIT AS NOTED Local Transportation Analysis │Dublin Commons August 2024 │ Final i LOCAL TRANSPORTATION ANALYSIS Dublin Commons PREPARED FOR: CITY OF DUBLIN AUGUST 2024 | FINAL Prepared By: Local Transportation Analysis │Dublin Commons August 2024 │ Final ii WARNING! The electronic data files ("Files") furnished by Kimley-Horn and Associates, Inc. to the intended receiver of the Files ("Receiving Party") are provided only for the convenience of Receiving Party and only for its sole use. In the case of any defects in the Files or any discrepancies between the electronic Files and the hardcopy of the Files prepared by Kimley-Horn, the hardcopy shall govern. Only printed copies of documents conveyed by Kimley-Horn may be relied upon. Any use of the information obtained or derived from these electronic files will be at the Receiving Party's sole risk. Because data stored in electronic media format can deteriorate or be modified inadvertently or otherwise without authorization of the data's creator, the Receiving Party agrees that it has 60 days to perform acceptance tests, after which it shall be deemed to have accepted the data transferred. Receiving Party accepts the Files on an "as is" basis with all faults. There are no express warranties made by Kimley- Horn with respect to the Files, and any implied warranties are excluded. Local Transportation Analysis │Dublin Commons August 2024 │ Final iii CONTENTS Contents .................................................................................................................................... iii Tables ........................................................................................................................................ iv Figures ....................................................................................................................................... iv Executive Summary ................................................................................................................... vi 1. Introduction ........................................................................................................................... 1 2. Local Transportation Analysis Methodology .......................................................................... 4 Study Area .................................................................................................................................. 4 Traffic Conditions ........................................................................................................................ 7 Level of Service Standards.......................................................................................................... 7 Level of Service Thresholds ........................................................................................................ 9 Queuing .................................................................................................................................... 10 Report Organization .................................................................................................................. 11 3. Existing Conditions .............................................................................................................. 12 Existing Roadway Network ........................................................................................................ 12 Existing Transit Facilities ........................................................................................................... 14 Existing Pedestrian Facilities ..................................................................................................... 15 Existing Bicycle Facilities .......................................................................................................... 15 Existing Lane Configuration and Traffic Control ......................................................................... 19 Existing Peak Hour Turning Movement Volumes ....................................................................... 19 Existing Intersection Level of Service ........................................................................................ 22 4. Project Conditions ............................................................................................................... 24 Proposed Site Use .................................................................................................................... 24 Trip Generation ......................................................................................................................... 24 Project Trip Distribution and Assignment ................................................................................... 26 5. Opening Year Traffic Conditions.......................................................................................... 32 Opening year Transportation Improvements .............................................................................. 32 Opening Year Traffic Volumes................................................................................................... 32 Opening Year Intersection Level of Service ............................................................................... 32 Opening Year Plus Phase 1 Transportation Improvements ........................................................ 37 Opening Year Plus Phase 1 Intersection Level of Service .......................................................... 37 6. Cumulative Plus Project Traffic Conditions .......................................................................... 40 Cumulative Traffic Volume ........................................................................................................ 40 Cumulative Plus Project Intersection Level of Service ................................................................ 40 7. Alameda County Transportation Commission Land Use Analysis Program ......................... 43 Year 2020 no project Conditions ............................................................................................... 43 Year 2020 and Year 2040 Plus Phase 1 Conditions .................................................................. 43 8. Vehicle Queuing and Site Access and Circulation ............................................................... 45 Vehicle Queuing........................................................................................................................ 45 Site Access and Circulation ....................................................................................................... 49 Eastbound Dublin Boulevard Project Access ............................................................................. 49 Amador Plaza Road Crosswalk Evaluation ................................................................................ 52 Local Transportation Analysis │Dublin Commons August 2024 │ Final iv 9. Public Transit, Bicycle, and Pedestrian Facilities ................................................................. 57 Transit Facilities ........................................................................................................................ 57 Bicycle Facilities........................................................................................................................ 57 Pedestrian Facilities .................................................................................................................. 57 10. Summary of Queuing Deficiencies and Recommended Improvements ............................... 59 APPENDIX ................................................................................................................................ 70 TABLES Table 1 – Phase 1 Land Uses .....................................................................................................2 Table 2 – Full Buildout Land Uses...............................................................................................2 Table 3 – Study Intersections ......................................................................................................4 Table 4 – Study MTS Freeway Segments ...................................................................................5 Table 5 – Study MTS Roadway Segments ..................................................................................5 Table 6 – Intersection Level of Service Definitions ......................................................................8 Table 7 – Freeway and Roadway Segment Level of Service Criteria ..........................................9 Table 8 – Existing Intersection Level of Service Summary – Saturday ......................................22 Table 9 – Existing Intersection Level of Service Summary – Weekday......................................23 Table 10 – Project Trip Generation – Weekday .........................................................................27 Table 11 – Opening Year Intersection Level of Service Summary .............................................36 Table 12 – Opening Year Plus Project Intersection Level of Service Summary .........................39 Table 13 – Cumulative Plus Project Intersection Level of Service Summary .............................41 Table 14 – Intersection Queuing Deficiencies ...........................................................................46 Table 15 – 95th Percentile Queuing at Project Driveways ..........................................................48 Table 16 – Eastbound Dublin Boulevard Access - Opening Year + Phase 1 Level of Service Comparison ..............................................................................................................................50 Table 17 – Eastbound Dublin Boulevard Access - Cumulative Year + Project Level of Service Comparison ..............................................................................................................................50 Table 18 – Eastbound Dublin Boulevard Access - Opening Year + Phase 1 Intersection Queuing Comparison ..............................................................................................................................51 Table 19 – Eastbound Dublin Boulevard Access - Cumulative Year + Project Intersection Queuing Comparison ..............................................................................................................................51 Table 20 – Intersection Queuing Deficiencies Summary ...........................................................62 FIGURES Figure 1 – Project Site Plan.........................................................................................................3 Figure 2 – Project Location and Study Intersections....................................................................6 Figure 3 – Existing Transit Facilities ..........................................................................................17 Figure 4 – Existing Bicycle Facilities .........................................................................................18 Figure 5 – Existing Condition Lane Geometry and Traffic Control .............................................20 Figure 6 – Existing Condition Peak Hour Turning Movement Volumes ......................................21 Figure 7 – Project Trip Distribution – Retail ...............................................................................28 Local Transportation Analysis │Dublin Commons August 2024 │ Final v Figure 8 – Project Trip Distribution – Residential .......................................................................29 Figure 9 – Project Trip Distribution – Office ...............................................................................30 Figure 10 – Phase 1 Generated Peak Hour Turning Movement Volumes .................................31 Figure 11 – Opening Year Condition Lane Geometry and Traffic Control ..................................33 Figure 12 – Approved and Pending Project Locations ...............................................................34 Figure 13 – Opening Year Condition Peak Hour Turning Movement Volumes ..........................35 Figure 14 – Opening Year Plus Phase 1 Condition Peak Hour Turning Movement Volumes .....38 Figure 15 – Cumulative Plus Project Condition Peak Hour Turning Movement Volumes ...........42 Local Transportation Analysis │Dublin Commons August 2024 │ Final vi EXECUTIVE SUMMARY The Dublin Commons Project (“Project”) proposes to redevelop a portion of the existing Dublin Place Shopping Center located in the downtown area in the City of Dublin, CA. The project is bordered by Amador Valley Boulevard to the north, Amador Plaza Road to the east, Dublin Boulevard to the south and commercial retail to the west. The project proposes to redevelop the site to construct a mixed-use development with commercial/retail, residential, and life science uses and will be developed in two phases, Phase 1 and Full Buildout Conditions. The following describes the uses to be removed and constructed by the project. Phase 1 ·Existing Uses to be Demolished o Retail – 155,785 SF o Restaurant – 2,500 SF ·Existing Uses to be Relocated to Block G (not a part of the Project) o Occurs under Opening Year 2028 baseline conditions o Retail – 27,071 SF o Restaurant – 6,054 SF o Note that the existing Target store remains and will not be relocated ·Proposed Uses to be Constructed o Retail – 111,040 SF o Restaurant – 41,988 SF o Residential – 390 dwelling units o Life Science – 261,428 SF Full Buildout ·Proposed Uses to be Constructed (includes Phase 1) o Retail – 111,040 SF o Restaurant – 41,988 SF o Residential – 1,510 dwelling units o Life Science – 535,000 SF o Target remains as 121,972 SF It should be noted that Block G is part of the Dublin Place North project and is not part of this Dublin Commons Project and will be analyzed under baseline conditions rather than plus project conditions. A summary of the uses that are part of this proposed Dublin Commons Project and the Dublin Place North project is shown in Table E1 for Phase 1 and Table E2 for Full Buildout. Due to various factors, the phasing of some of the land uses may change under Phase 1 and Full Buildout conditions but would not result in any significant changes to the traffic results. These changes may include an increase in residential units and relocation of additional existing retail uses for the Opening Year, but this analysis analyzed the upper limit for each proposed land use and therefore land use updates should result in a less intense Full Buildout programming than analyzed. Local Transportation Analysis │Dublin Commons August 2024 │ Final vii Table E1 – Phase 1 Land Uses Dublin Commons (Project) – Phase 1 Proposed Uses Units Size Retail KSF 111.040 Restaurant KSF 41.988 Residential Dwelling Units 390 Life Science KSF 261.428 Dublin Commons (Project) – Phase 1 Existing Uses to be Removed Units Size Retail KSF 155.785 Restaurant KSF 2.500 Dublin Place North* – Phase 1 Existing Uses to be Relocated Units Size Restaurant (Existing Panera Bread, Chipotle, and Yafa)KSF 6.054 Retail (Existing PetSmart and BMO Bank)KSF 27.071 *The Dublin Place North project is not a part of Dublin Commons Project and is analyzed under baseline conditions (under no Project conditions). Table E2 – Full Buildout Land Uses Dublin Commons (Project) – Full Buildout Proposed Uses Units Size Retail KSF 111.040 Restaurant KSF 41.988 Residential (including Senior Housing)Dwelling Units 1,510 Life Science KSF 535.000 Dublin Commons (Project) – Full Buildout Existing Uses to be Removed Units Size Retail KSF 155.785 Restaurant KSF 2.500 Dublin Place North* – Full Buildout Existing Uses to be Relocated Units Size Restaurant (Existing Panera Bread, Chipotle, and Yafa)KSF 6.054 Retail (Existing PetSmart and BMO Bank)KSF 27.071 *The Dublin Place North project is not a part of Dublin Commons Project and is analyzed under baseline conditions (under no Project conditions). This local transportation analysis (LTA) was prepared to determine potential operational deficiencies related to the project based on standards and methodologies set forth by the City of Dublin (City), City of Pleasanton, California Department of Transportation (Caltrans), and Alameda County Transportation Commission (ACTC). This LTA evaluates the intersection level of service (LOS) and 95th percentile queuing for the weekday AM and PM peak hour traffic conditions at 17 existing intersections and 10 future project driveways, as well as site access and circulation. LOS and 95th percentile queuing were also evaluated for the Saturday peak hour traffic conditions at nine (9) intersections under Existing Conditions only. This study also addresses the potential transportation effects of the proposed project to assist the City with project planning and the identification of potential conditions of approval for the project. These evaluations include an ACTC roadway and freeway segment analysis. Local Transportation Analysis │Dublin Commons August 2024 │ Final viii PROJECT TRIP ESTIMATES Trip generation for Phase 1 of the project was estimated based on data published in the Institute of Transportation Engineer’s (ITE)Trip Generation Manual, 11th Edition. Trip generation for the Daily, AM, and PM peak hours were developed. In addition, internal capture and pass-by reductions were applied to account for the potential interaction among the uses within the site and trips that are already on the roadway and will stop by or divert to the site. Trip generation was also developed for the existing uses to be demolished to account for existing trip credits. Trip credit for the existing uses will result in -3,756 daily trips, -100 trips in the AM peak hour (-70 In / -30 Out), and -319 trips in the PM peak hour (-151 In / -168 Out). Phase 1 of the proposed project is anticipated to generate +8,742 daily trips, +583 trips in the AM peak hour (362 In / 176 Out), and +622 trips in the PM peak hour (278 In / 344 Out). Project trips for full buildout of the project were determined using the City’s travel demand model. Adjustments to the horizon year (2040) travel demand model were made to the TAZs that make up the project site to reflect full buildout of the site. Where necessary, adjustments were made to the inbound and outbound volumes at the project site to ensure consistency with the Opening Year (2028) Plus Phase 1 traffic volumes. INTERSECTION LEVEL OF SERVICE Existing intersections level of service (LOS) and queuing were analyzed in Synchro software for signalized and unsignalized intersections. Based on the Existing LOS for the weekday AM and PM peak hours in comparison to the Saturday peak hour, it was assumed that the weekday analysis provides a worst-case approach since weekday LOS and delays are generally greater than the Saturday LOS and delays. Therefore, a Saturday analysis was not completed for Opening Year and Cumulative Conditions. Based on the City of Dublin’s General Plan, intersections located within the Downtown Specific Plan area are exempt from the City’s LOS D threshold. Although a LOS criteria is not provided, developments in the Downtown Dublin Specific Plan area will be required to implement bicycle and pedestrian safety improvements per the City’s Bicycle and Pedestrian Plan, the local roadway safety plan, DDSP, and the Downtown Dublin Streetscape Plan if the addition of the development does not maintain pedestrian and bicycle safety or impacts transit travel speeds. Therefore, the intersection LOS analysis is provided to assist in identifying intersection locations with poor LOS operations and ensure that pedestrian and bicycle safety is maintained. Based on the City of Pleasanton’s General Plan, intersections designated as Pleasanton’s gateway intersections may fall below the City’s LOS D standard when no reasonable improvements exist or the necessary improvement is contrary to other goals and policies of the City. Since all study intersections are either located in the Downtown Dublin Specific Plan or are Pleasanton gateway intersections, the above criteria applies. Intersections operating at LOS E or F are shown below. Existing Conditions · Amador Valley Boulevard / Village Parkway – AM Peak Hour (Dublin) Opening Year Conditions · Dublin Boulevard / Woodland Avenue – PM Peak Hour (Dublin) · Amador Valley Boulevard / Village Parkway – AM Peak Hour (Dublin) Local Transportation Analysis │Dublin Commons August 2024 │ Final ix Opening Year Plus Phase 1 Conditions · Dublin Boulevard / Woodland Avenue – PM Peak Hour (Dublin) · Amador Valley Boulevard / Village Parkway – AM Peak Hour (Dublin) · Amador Plaza Road / First Street – PM Peak Hour (Dublin) Cumulative Plus Project Conditions · Dublin Boulevard / Regional Street – PM Peak Hour (Dublin) · Dublin Boulevard / Woodland Avenue – PM Peak Hour (Dublin) · Dublin Boulevard / Golden Gate Drive – AM Peak Hour (Dublin) · Dublin Boulevard / Amador Plaza Road – PM Peak Hour (Dublin) · Dublin Boulevard / Village Parkway – AM and PM Peak Hours (Dublin) · Dublin Boulevard / Dougherty Road – AM and PM Peak Hours (Dublin) · Amador Valley Boulevard / Village Parkway – AM Peak Hour (Dublin) · Amador Plaza Road / First Street – PM Peak Hour (Dublin) · Golden Gate Dr / St. Patrick Way – AM and PM Peak Hours (Dublin) It should be noted that the intersection of Dublin Boulevard / Woodland Avenue and the intersection of Golden Gate Drive / St. Patrick Way do meet the peak hour signal warrants in the Cumulative Plus Project scenario. However, each intersection is not recommended for signalization as part of the project, but is recommended to be completed as part of the larger planning for the Downtown Dublin. For the intersection of Dublin Boulevard / Woodland Avenue, the intersection meets the signal warrant based on the volumes for eastbound Dublin Boulevard and the northbound approach, which are not directly related to the Dublin Commons project. Since left turns out of the side street driveways are restricted as well as eastbound left turns, a traffic signal is not needed, even though the northbound delay is high. For the intersection of Golden Gate Drive / St. Patrick Way, the project applicant should work with the City to determine the fair share contributions towards the proposed signal. Recommended multimodal safety improvements at intersections operating at LOS E or F are shown below and are summarized in Table E3. In addition, the fair share percentages and fair share preliminary high- level cost estimates are included. Local Transportation Analysis │Dublin Commons August 2024 │ Final Table E3 – Summary of Recommended Multimodal Safety Improvements #Intersection Scenario Peak Hour Recommended Improvement Fair Share % Fair Share Cost Estimate 4 Dublin Blvd / Regional St Cumulative + Project PM -Upgrade NEMA TS1 cabinet to TS2 cabinet -Directional curb ramps -Median modification to remove crosswalk encroachment -APS upgrades, keep back up loops on side streets and left turn pockets -Tighten corner radii -Protected bike lane on south side (protected intersection) 39.4%$477,528 5 Dublin Blvd / Woodland Ave Opening Year + Phase 1 Cumulative + Project PM PM -Future new traffic signal -Protected bike lanes on south side -Include video detection, cctv, fiber connections, APS system, etc. 62.6%$1,235,098 6 Dublin Blvd / Golden Gate Dr Cumulative + Project AM -Upgrade NEMA TS1 cabinet to TS2 cabinet -Directional curb ramps -Median modification to remove crosswalk encroachment -Remove the skew from the crosswalk -APS upgrades, keep back up loops on side streets and left turn pockets -Tighten corner radii -Protected bike lane on south side and protected intersection 42.9%A $585,585 7 Dublin Blvd / Amador Plaza Rd Cumulative + Project PM -Directional curb ramps -Median modification to remove crosswalk encroachment -Remove the skew from the crosswalk -APS upgrades, keep back up loops on side streets and left turn pockets -Tighten corner radii. -Protected bike lane and intersection on the south side 32.3%A $651,814 Local Transportation Analysis │Dublin Commons August 2024 │ Final i 8 Dublin Blvd / Village Pkwy Cumulative + Project AM & PM -Upgrade NEMA TS1 cabinet to TS2 cabinet -Directional curb ramps -Median modification to remove crosswalk encroachment -Straighten crosswalk -APS upgrades, keep back up loops on side streets and left turn pockets -Tighten corner radii -Remove NB right turn slip lane 15.5%$357,430 9 Dublin Blvd / Dougherty Rd Cumulative + Project AM & PM -Per the Dublin Bicycle and Pedestrian Plan, perform a complete streets study to determine whether a separated facility (Class I or Class IV) is warranted. -Per the Dublin Local Roadway Safety Plan, Leading Pedestrian Intervals can be implemented, crosswalks can be restriped as high visibility crosswalks, signal timing and hardware can be improved, raised pavement markers and striping can be installed, separated bike lanes in the EB direction can be installed, protected intersection elements should be considered, and corridor access management can be implemented. 11.2%N/AB 16 Amador Valley Blvd / Village Pkwy Opening Year + Phase 1 Cumulative + Project AM AM -Upgrade NEMA TS1 cabinet to TS2 cabinet -Remove slip lanes -Reduce curb radii on all corners -Install curb extensions on the SE and SW corners -Install directional curb ramps -Coordinate design and connect with protected bike lanes that will be installed on Village Pkwy north of Amador Valley Blvd as part of Village Pkwy Reconstruction project 25.7%$685,419 18 Amador Plaza Road / First St Opening Year + Phase 1 Cumulative + Project PM PM -Install crosswalk potentially with enhanced treatments 100%Applicant shall construct 27 Golden Gate Dr / St. Patrick Way Cumulative + Project AM & PM -Fair share towards new traffic signal installation 10.6%$258,435 AThe project will be responsible for 100% of any identified frontage improvements. For all the other improvements, the project will be responsible for its fair share of improvement costs. BNo cost was identified for these potential improvements. Local Transportation Analysis │Dublin Commons August 2024 │ Final VEHICLE QUEUING This study also included a vehicle queuing analysis where the 95th percentile queue was determined for exclusive left-turn and right-turn lanes at study intersections. As a result of the analysis, several queue lengths exceeded the available storage length. The following left turn lanes exceed the available storage with the proposed project. Recommended improvements for the queuing deficiencies are shown below and are summarized in Table E4. It should be noted that there are some queuing deficiencies that cannot be improved to pre-project conditions or contained in available storage pockets. Therefore, a transportation demand management (TDM) program is an additional solution to reduce vehicle trips and subsequently vehicle queues and delay. The TDM program would target a 10 percent trip reduction in peak hour trips for office and residential uses and include an annual monitoring. The TDM program will also include Best Management Practices for retail uses. Table E4 – Summary of Queuing Deficiencies and Recommended Improvements #Intersection Movement Scenario Peak Hour Recommended Improvement 4 Regional St / Dublin Blvd NBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM Provide twice per cycle EBL turn lane, extend NBL turn pocket by 395 feet to 500 feet. SBL Opening Year Plus Phase 1 Cumulative Plus Project PM Provide twice per cycle EBL turn lane, extend SBL turn pocket by 140 feet to 250 feet. 5 Dublin Blvd / Woodland Ave WBL Opening Year Plus Phase 1 Cumulative Plus Project PM Future signalization. 6 Dublin Blvd / Golden Gate Dr EBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM Provide twice per cycle EBL turn lane, but still a deficiency. WBL Cumulative Plus Project AM Provide twice per cycle WBL turn lane, but still a deficiency. NBL Cumulative Plus Project PM Adjust signal timing to increase NBL split, but still a deficiency. 7 Amador Plaza Rd / Dublin Blvd EBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM Adjust signal timing to increase EBL split. SBL Opening Year Plus Phase 1 Cumulative Plus Project PM Extend SBL turn pocket by 40 feet to 170 feet. WBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM Provide twice per cycle WBL turn lane. 8 Dublin Blvd / Village Pkwy WBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM Optimize splits, provide twice per cycle WBL turn, but still a deficiency. NBL Opening Year Plus Phase 1 Cumulative Plus Project PM Extend NBL turn lane by 40 feet to 140 feet. 10 Amador Plaza Rd / St Patrick Way SBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM No improvements are needed since the SB approach is split phasing. EBL Cumulative Plus Project PM No improvements are needed since there is a TWLTL leading to the EBL lane. Local Transportation Analysis │Dublin Commons August 2024 │ Final i 11 San Ramon Rd / Amador Valley Blvd NBL Cumulative Plus Project PM Adjust signal timing to increase NBL splits. 12 Regional St / Amador Valley Blvd WBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM Add twice per cycle WBL turns and adjust splits. NBL Opening Year Plus Phase 1 Cumulative Plus Project PM Optimize signal timings. 13 Amador Valley Blvd / Starward Dr EBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM Extend the EBL turn pocket by 50 feet to 130 feet. 14 Donohue Dr / Amador Valley Blvd EBL Opening Year Plus Phase 1 Cumulative Plus Project AM Extend the EBL turn pocket by 20 feet to 100 feet. 15 Amador Plaza Rd / Amador Valley Blvd WBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM Add twice per cycle WBL turns. 16 Village Pkwy / Amador Valley Blvd EBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM No improvements are needed since each approach is split phasing. WBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM NBL Cumulative Plus Project AM PM SBL Opening Year Plus Phase 1 Cumulative Plus Project AM WBR - Westbound Right, NBR - Northbound Right, SBL - Southbound Left, EBL - Eastbound Left, WBL - Westbound Left, NBL - Northbound Left ALAMEDA COUNTY TRANSPORTATION COMMISSION LAND USE ANALYSIS PROGRAM The Alameda County Transportation Commission Land Use analysis was performed to comply with its congestion management plan (CMP) Land Use Analysis Program. The analysis was evaluated along the Metropolitan Transportation System (MTS) roadways of I-580, I-680, Dublin Boulevard, and San Ramon Road. Roadway segments operating at LOS F under plus project conditions are noted below. Year 2020 Plus Phase 1 Conditions · Eastbound I-580: between Eden Canyon Road and Foothill Road o Phase 1 trips generated to the roadway network would result in an increase in volume to capacity ratio (v/c) of less than 0.02 –Not a Deficiency · Northbound San Ramon Road: between I-580 EB Ramps and I-580 WB Ramps o Phase 1 trips generated to the roadway network would result in an increase in v/c of less than 0.02 –Not a Deficiency · Northbound San Ramon Road: between I-580 WB Ramps and Dublin Boulevard o Phase 1 trips generated to the roadway network would result in an increase in v/c of greater than 0.02 –Project Deficiency Year 2040 Plus Project Buildout Conditions · Eastbound I-580: between Eden Canyon Road and Foothill Road · Northbound San Ramon Road: between I-580 WB Ramps and Dublin Boulevard Local Transportation Analysis │Dublin Commons August 2024 │ Final ii It should be noted that northbound San Ramon Road between I-580 EB Ramps and I-580 WB Ramps is no longer operating at an LOS F in Year 2040 due to the increase in number of lanes from two lanes to four lanes from Year 2020 to Year 2040. Similar to intersection LOS, a Cumulative Plus Project conditions analysis was conducted only for the ACTC roadway analysis. It is assumed that the ACTC travel demand model assumes full buildout of the City’s General Plan. Therefore, with the addition of the Project, this would likely result in no deficiency or minimal deficiency to the ACTC roadway analysis. For the segment of northbound San Ramon Road between I-580 WB Ramps and Dublin Boulevard, the project is expected to increase the v/c by more than 0.02. Therefore, prior to issuance of the first building permit, the project applicant shall work with the Tri-Valley Transportation Development Fee (TVTDF) to pay all applicable regional transportation impact fees related to regional roadway improvements and provide proof of documentation to the City. These fees shall go towards the following roadway improvements identified in the Tri-Valley Transportation Council (TVTC) Strategic Expenditure Plan 2022 Update: · I-680 Express Lanes – Hwy 84 to Alcosta: this project will close the gap between the existing Express lanes to the north at Alcosta Boulevard and to the south at Highway 84. · Innovate 680: this project includes strategies such as: o Complete the HOV/Express Lanes o Increase Bus Efficiency o Enhance TDM Strategies o Innovative Operational Strategies o Prepare Corridor for the Future SITE ACCESS AND CIRCULATION As shown in the project site plan in Figure 1, the proposed development is accessible through various driveways along Dublin Boulevard, Amador Plaza Road, and Amador Valley Boulevard. Dublin Boulevard has three project driveways with one right-in right-out, unsignalized driveway that provides direct access to the parking lot in Block D1, one full access, signalized driveway at Golden Gate Drive, and one right-in right-out, unsignalized driveway at Woodland Avenue. The driveway on Golden Gate Drive provides access to the north-south roadway that bisects the project site and is designed to be pedestrian-oriented. The driveway at Woodland Avenue directs vehicles to the parking lot for Blocks A and B and limits the need for vehicles to travel along the pedestrian-oriented roadway at Golden Gate Drive. Access from Golden Gate Drive leads to a one-way loop road surrounding the town square. Driveways along Amador Plaza Road are all unsignalized with full access control and are located at Plaza Drive, First Street, Second Street, and Third Street. These driveways provide direct access to the parking lots in Blocks D1, E, F, and G, also limiting the need for vehicles to travel along the pedestrian-oriented roadway at Golden Gate Drive. Driveways along Amador Valley Boulevard include a full access and signalized driveway at Golden Gate Drive. It should be noted that the project site plan is a conceptual design and therefore does not provide further details regarding site circulation. It is recommended that the project review vehicular site access to the project site to ensure adequate sight distance and emergency access when developing the final site plan. Local Transportation Analysis │Dublin Commons August 2024 │ Final iii EASTBOUND DUBLIN BOULEVARD PROJECT ACCESS Based on the latest site plan and project description, the eastbound left turn movement at Intersection #5 (Dublin Boulevard and Woodland Avenue) is not allowed. Therefore, vehicles entering the project from eastbound Dublin Boulevard have the following options: 1. Eastbound left turn at Intersection #6 (Dublin Boulevard and Golden Gate Drive) 2. Eastbound U-turn at Intersection #6 (Dublin Boulevard and Golden Gate Drive) 3. Eastbound U-turn at Intersection #7 (Dublin Boulevard and Amador Plaza Road) Each of these options were analyzed. It should be noted that Option #1, eastbound left turn at Dublin Boulevard and Golden Gate Drive, resulted in the best operations and therefore was included in the operational analysis in the remainder of this report. The first option, eastbound left turns at Intersection #6 (Dublin Boulevard and Golden Gate Drive) operates the best for all the intersections combined. The effect of a U-turn movement significantly increases the delay at an intersection. Additionally, the first option, eastbound left turns at Intersection #6 (Dublin Boulevard and Golden Gate Drive) has the shortest queue length when considering all the intersections combined. The queues determined to be excessive, as shown in red text, are due to the U-turn movements. AMADOR PLAZA ROAD CROSSWALK EVALUATION With the proposed project, there is potential for an increase in pedestrians crossing Amador Plaza Road between Amador Valley Boulevard and Dublin Boulevard. Within the project, which is to the west of Amador Plaza Road, there are a mix of uses, including residential, employment, and retail. Currently to the east of Amador Plaza Road are retail uses. Therefore, it is likely that there will be pedestrian trips between these complimentary uses due to the short distances. There are two unsignalized mid-block crosswalks on Amador Plaza Road between Amador Valley Boulevard and Dublin Boulevard. One is located approximately 625 feet to the north of Dublin Boulevard and the other crosswalk is located approximately 500 feet south of Amador Valley Boulevard. The two crosswalks are located approximately 550 feet apart and each include a rectangular rapid flash beacon, or RRFB, and a pedestrian refuge between the opposing travel lanes. With the new proposed roadway network for the project, the pedestrian crossing locations and control types were evaluated. It was determined that the two existing crosswalks along Amador Plaza Road between Dublin Boulevard and Amador Valley Boulevard should be relocated to align with the proposed First Street and Second Street. In addition, based on the various crosswalk methodologies discussed, each proposed crosswalk along Amador Plaza Road at First Street and at Second Street would be candidates for a marked crosswalk. Given that the posted speed limit is 30 mph, no additional enhancement measures are needed. However, if the crosswalk evaluations were to use 35 mph (an increase of only 5 mph), then enhanced crosswalk treatments would be recommended, such as an RRFB. A pedestrian hybrid beacon is not recommended at either location. It should also be noted that each of the two existing crosswalks along Amador Plaza Road between Dublin Boulevard and Amador Valley Boulevard have RRFB’s installed. Therefore, the City may want to consider keeping this enhanced treatment. Local Transportation Analysis │Dublin Commons August 2024 │ Final iv PUBLIC TRANSIT, BICYCLE, AND PEDESTRIAN FACILITIES Transit Facilities There are existing sidewalks along the project frontage on Dublin Boulevard, Amador Plaza Road, and Amador Valley Boulevard that allow pedestrians to travel from the site to access existing bus stops nearby. The nearest bus stop is located at the intersection of Dublin Boulevard and Amador Plaza Road and serves Route 30R. Other nearby transit stops are located at the intersection of Village Parkway and Dublin Boulevard which serves Route 30R, the intersection of Dublin Boulevard and Clark Avenue which serves Routes 30R, 501, 504, and 636, and the bus stops at the intersection of Village Parkway and Amador Valley Boulevard which serve school routes 501, 502, 503, 504, and 636. In addition, the West Dublin/Pleasanton BART station is located approximately 1,200 feet to the south of the project along Golden Gate Drive, providing heavy-rail access to cities throughout the Bay Area. Bicycle Facilities There are existing bicycle facilities along the frontage on Dublin Boulevard, Amador Plaza Road, and Amador Valley Boulevard that provide a connection to bicycle facilities throughout the City. Adjacent to the project site, a Class III bicycle route is located on Dublin Boulevard, a Class IIA bicycle lane is located along Amador Plaza Road, and a Class IIB buffered bicycle lane is located along Amador Valley Boulevard. The following are future bicycle improvement projects near the study area: · Upgrade existing Class IIA bicycle lanes along Amador Valley Boulevard between Village Parkway and Stagecoach Road to Class IIB buffered bicycle lanes. · Upgrade existing Class IIA bicycle lanes along San Ramon Road between Dublin Boulevard and the southern City limits to either a Class I bike path or Class IV cycle tracks based on a Complete Streets study. · Upgrade bicycle facilities along Dublin Boulevard between San Ramon Road and Dougherty Road to a Class I bike path or Class IV cycle tracks based on a Complete Streets study. · Upgrade existing Class IIA bicycle lanes on Village Parkway and Amador Plaza Road between Amador Valley Boulevard to Dublin Boulevard to Class IIB buffered bicycle lanes. Pedestrian Facilities As mentioned previously, there are existing sidewalks along the project frontage on Dublin Boulevard, Amador Plaza Road, and Amador Valley Boulevard. These sidewalks allow residents, employees, and patrons access to nearby transit facilities as well as residential and commercial uses surrounding the project site. The project proposes to reconstruct Golden Gate Drive within the project site, between Dublin Boulevard and Amador Valley Boulevard, to enhance pedestrian connectivity within the site. Golden Gate Drive is designed to be pedestrian oriented by diverting many vehicles to use the project driveways along the perimeter of the project site to access the parking garages and limiting vehicles on Golden Gate Drive. Improvements to Amador Plaza Road, Dublin Boulevard, Regional Street, and other sidewalks will be required per the DDSP and the Downtown Dublin Streetscape Plan. The Downtown Dublin Streetscape Plan recommends a minimum 12-foot sidewalk for locations within the Downtown Dublin area and the Dublin Bicycle and Pedestrian Plan recommends a sidewalk width of 8-12 feet for locations within the Downtown Dublin area. The 12 feet of sidewalk would allow for an enhanced pedestrian experience to shop, dine, socialize, and walk. Local Transportation Analysis │Dublin Commons August 2024 │ Final v The City is also considering various improvements at intersections throughout Downtown Dublin to enhance pedestrian and bicyclist safety. These improvements include modification to turn lanes, reducing curb radii, striping crosswalks, installing leading pedestrian intervals, etc. Local Transportation Analysis │Dublin Commons August 2024 │ Final 1 1. INTRODUCTION This report presents the results of the Local Transportation Analysis (LTA) for the proposed Dublin Commons Project (“Project”) located in the City of Dublin, CA. The project proposes to redevelop a portion of the existing Dublin Place Shopping Center located within Downtown Dublin and is bordered by Amador Valley Boulevard to the north, Amador Plaza Road to the east, Dublin Boulevard to the south and commercial retail to the west. The project proposes a mixed-used development consisting of commercial/retail, residential, and life science uses and will be developed in two phases, Phase 1 and Full Buildout Conditions. The following describes the uses to be removed and constructed by the project. Phase 1 ·Existing Uses to be Demolished o Retail – 155,785 SF o Restaurant – 2,500 SF ·Existing Uses to be Relocated to Block G (not a part of the Project) o Occurs under Opening Year 2028 baseline conditions o Retail – 27,071 SF o Restaurant – 6,054 SF o Note that the existing Target store remains and will not be relocated ·Proposed Uses to be Constructed o Retail – 111,040 SF o Restaurant – 41,988 SF o Residential – 390 dwelling units o Life Science – 261,428 SF Full Buildout ·Proposed Uses to be Constructed (includes Phase 1) o Retail – 111,040 SF o Restaurant – 41,988 SF o Residential – 1,510 dwelling units o Life Science – 535,000 SF o Target remains as 121,972 SF The proposed uses are subdivided by blocks within the project site. A summary of the proposed uses within each block is shown in the site plan in Figure 1. It should be noted that Block G is part of the Dublin Place North project and is not part of this Dublin Commons Project and will be analyzed under baseline conditions rather than plus project conditions. A summary of the uses that are part of this proposed Dublin Commons Project and the Dublin Place North project is shown in Table 1 for Phase 1 and Table 2 for Full Buildout. Due to various factors, the phasing of some of the land uses may change under Phase 1 and Full Buildout conditions but would not result in any significant changes to the traffic results. These changes may include an increase in residential units and relocation of additional existing retail uses for the Opening Year, but this analysis analyzed the upper limit for each proposed land use and therefore land use updates should result in a less intense Full Buildout programming than analyzed. Local Transportation Analysis │Dublin Commons August 2024 │ Final 2 Table 1 – Phase 1 Land Uses Dublin Commons (Project) – Phase 1 Proposed Uses Units Size Retail KSF 111.040 Restaurant KSF 41.988 Residential Dwelling Units 390 Life Science KSF 261.428 Dublin Commons (Project) – Phase 1 Existing Uses to be Removed Units Size Retail KSF 155.785 Restaurant KSF 2.500 Dublin Place North* – Phase 1 Existing Uses to be Relocated Units Size Restaurant (Existing Panera Bread, Chipotle, and Yafa)KSF 6.054 Retail (Existing PetSmart and BMO Bank)KSF 27.071 *The Dublin Place North project is not a part of Dublin Commons Project and is analyzed under baseline conditions (under no Project conditions). Table 2 – Full Buildout Land Uses Dublin Commons (Project) – Full Buildout Proposed Uses Units Size Retail KSF 111.040 Restaurant KSF 41.988 Residential Dwelling Units 1,510 Life Science KSF 535.000 Dublin Commons (Project) – Full Buildout Existing Uses to be Removed Units Size Retail KSF 155.785 Restaurant KSF 2.500 Dublin Place North* – Full Buildout Existing Uses to be Relocated Units Size Restaurant (Existing Panera Bread, Chipotle, and Yafa)KSF 6.054 Retail (Existing PetSmart and BMO Bank)KSF 27.071 *The Dublin Place North project is not a part of Dublin Commons Project and is analyzed under baseline conditions (under no Project conditions). This LTA was prepared to determine potential operational deficiencies related to the project based on standards and methodologies set forth by the City of Dublin, City of Pleasanton, California Department of Transportation (Caltrans), and Alameda County Transportation Commission (ACTC). This LTA evaluates the intersection level of service (LOS) and 95th percentile queuing for the weekday AM and PM peak hour traffic conditions at 17 existing intersections and 10 future project driveways, as well as site access and circulation. LOS and 95th percentile queuing were also evaluated for the Saturday peak hour traffic conditions at nine (9) intersections under Existing Conditions only. This study also addresses the potential transportation effects of the proposed project to assist the City with project planning and the identification of potential conditions of approval for the project. These evaluations include an ACTC roadway and freeway segment analysis. N NOT TO SCALE AUGUST 2024097059607 FIGURE 1 PROJECT SITE PLAN DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS Source: Gensler, Kier+Wright, SWA Architects, Square Peg Design. Local Transportation Analysis │Dublin Commons August 2024 │ Final 4 2. LOCAL TRANSPORTATION ANALYSIS METHODOLOGY This chapter presents the methodology for the local transportation analysis to evaluate level of service, queuing, roadway and freeway segments, and site access and circulation. STUDY AREA The proposed project would generate vehicular trips that would increase traffic volumes on the existing nearby street network. To assess changes in traffic conditions associated with the proposed project, the following intersections in Table 3 were evaluated. These study intersections were selected because the project would contribute a significant number of vehicle trips to the intersections and were approved by the City. Study freeway segments and roadway segments were also evaluated, as required by the ACTC Land Use Analysis Program and are shown in Table 4 and Table 5, respectively. The study segments were selected as required by the ACTC Land Use Analysis Program to determine impacts on roadways within the Metropolitan Transportation System (MTS). It should be noted that the ACTC Congestion Management Program (CMP) network for routes of regional significance is utilized for monitoring conformance based on LOS standards while the MTS network is used for the Land Use Analysis Program. Therefore, this study will focus on the MTS network and not the CMP network.Figure 2 illustrates the location of each intersection relative to the project site. Table 3 – Study Intersections Intersection Locations 1. Foothill Rd. / EB I-580 Ramps [CAL/PLS]15. Amador Valley Blvd. / Amador Plaza Rd. [DUB] + 2. San Ramon Rd. / WB I-580 Ramps [CAL/PLS]16. Amador Valley Blvd. / Village Pkwy. [DUB] 3. Dublin Blvd. / San Ramon Rd. [DUB]+17. Amador Plaza Rd. / Plaza Dr. [DUB] *+ 4. Dublin Blvd. / Regional St. [DUB]+18. Amador Plaza Rd. / First St. [DUB] *+ 5. Dublin Blvd. / Woodland Ave. [DUB]+19. Amador Plaza Rd. / Second St. [DUB] *+ 6. Dublin Blvd. / Golden Gate Dr. [DUB]+20. Amador Plaza Rd. / Third St. [DUB] * + 7. Dublin Blvd. / Amador Plaza Rd. [DUB]+21. First St. / Golden Gate Dr. (NB) [DUB] * 8. Dublin Blvd. / Village Pkwy. [DUB]22. First St. / Golden Gate Dr. (SB) [DUB] * 9.Dublin Blvd. / Dougherty Rd. [DUB]23. First St. / Woodland Ave. [DUB] * 10. Amador Plaza Rd. / SB I-680 Ramps [CAL/DUB]24. Second St. / Golden Gate Dr. [DUB] 11. Amador Valley Blvd. / San Ramon Rd. [DUB]+25. Second St. / Woodland Ave. [DUB] * 12. Amador Valley Blvd. / Regional St. [DUB]+26.Third St. / Golden Gate Dr. [DUB] * 13.Amador Valley Blvd. / Starward Dr. [DUB]27. Golden Gate Dr. / St Patrick Way [DUB] * 14. Amador Valley Blvd. / Donohue Dr. / Golden Gate Dr. [DUB]+ * New proposed intersection with the Project. +Includes Saturday peak hour analysis for Existing Conditions only. [DUB] – City of Dublin, [PLS] – City of Pleasanton, [CAL] – California Department of Transportation (Caltrans) NB – Northbound, SB – Southbound, EB – Eastbound, WB – Westbound Local Transportation Analysis │Dublin Commons August 2024 │ Final 5 Table 4 – Study MTS Freeway Segments MTS Freeway Locations a. I-580 from Eden Canyon Road to Foothill Road e. I-580 from Hacienda Drive to Tassajara Road b. I-580 from Foothill Road to I-680 f. I-580 from Tassajara Road to Fallon Road c. I-580 from I-680 to Dougherty Road g. I-680 from Alcosta Boulevard to I-580/Amador Plaza Road d. I-580 from Dougherty Road to Hacienda Drive h. I-680 from I-580/Amador Plaza Road to Stoneridge Drive Table 5 – Study MTS Roadway Segments MTS Roadway Locations Dublin Blvd (Eastbound and Westbound) San Ramon Road and Amador Plaza Road Amador Plaza Road and Village Parkway Village Parkway and Dougherty Road San Ramon Road (Northbound and Southbound) Amador Valley Boulevard and Dublin Boulevard Dublin Boulevard and I-580 WB Ramps I-580 WB Ramps and I-580 EB Ramps INTERSTATEINTERSTATE 680 21 22 23 25 24 26 INTERSTATEINTERSTATE 680 INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 580 11 3 2 1 4 7 10 27 6 5 12 13 14 15 20 19 18 17 9 DXEOL Q B R X O H Y D U G H R S \ D U G R R D G DR X J K H U W \ R R D G DXEOLQ B R X O H Y D U G V L O O D J H P D U N Z D \ S D Q R D P R Q R R D G R H J L R Q D O S W U H H W DXEOLQ B R X O H Y D U G F R R W K L O O R R D G G R O G H Q G D W H D U L Y H SW PDWU L F N W D \ A P D G R U P O D ] D R R D G POD]D D U L Y H FLUVW S W U H H W SHFRQG S W U H H W TKLUG S W U H H W W R R G O D Q G A Y H Q X H 16 8 APDGR U VDOOH \ BRX O H Y D U G N NOT TO SCALE AUGUST 2024097059607 FIGURE 2 PROJECT LOCATION AND STUDY INTERSECTIONS DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS LEGEND PROJECT SITE X STUDY INTERSECTIONS X FUTURE PROJECT INTERSECTIONS Local Transportation Analysis │Dublin Commons August 2024 │ Final 7 TRAFFIC CONDITIONS This LTA evaluates the following scenarios: ·Existing Conditions – Existing weekday traffic counts were collected in May 2023 and Saturday traffic counts were collected in June 2023. However, due to COVID-19 and its effect on traffic patterns, counts were compared to historical traffic counts from other studies in Dublin to determine whether historical counts should be used instead of the 2023 counts. Based on the historical counts, no adjustments were made to the 2023 weekday volumes while a three percent growth was applied to the 2023 Saturday volumes. This scenario assumes 2023 roadway geometry and traffic control. ·Opening Year (2028) Conditions – Based on existing traffic volumes plus traffic generated from a list of pending and approved projects provided by the City. Existing retail uses on the project site including PetSmart, Panera Bread, Chipotle, Yafa, and BMO Bank (formerly Bank of the West) will be relocated to the north end of the site on Block G. This scenario assumes roadway improvements anticipated to be in place at the same time Phase 1 of the Project is to be completed in 2028. Since the Dublin Boulevard extension is anticipated to begin construction in 2026 and is expected to be completed by 2028, the redistribution of volumes from the Dublin Boulevard extension is included in this scenario. ·Opening Year (2028) Plus Phase 1 Conditions – Based on Opening Year traffic conditions and traffic generated by Phase 1 of the Project. Existing trip credits are included for the land uses to be demolished as part of Phase 1. This scenario includes roadway improvements assumed in Opening Year (2028) baseline conditions, as well as roadway improvements as part of this project. ·Cumulative (2040) Plus Project Conditions – Based on future year (2040) traffic forecasts from the City’s travel demand model. This horizon year assumes full build-out of the City’s Downtown Dublin Specific Plan plus traffic generated by full buildout of the Project. This scenario also assumes roadway improvements to be in place in the future year (2040), including the Dublin Boulevard extension, and roadway improvements as part of this project. LEVEL OF SERVICE STANDARDS Analysis of intersection deficiencies were based on the concept of level of service (LOS). Although a LOS criteria is not provided, developments in the Downtown Dublin Specific Plan area will be required to implement bicycle and pedestrian safety improvements per the City’s Bicycle and Pedestrian Plan, the local roadway safety plan, DDSP, and the Downtown Dublin Streetscape Plan if the addition of the development does not maintain pedestrian and bicycle safety or impacts transit travel speeds. Therefore, the intersection LOS analysis is provided to assist in identifying intersection locations with poor LOS operations and ensure that pedestrian and bicycle safety is maintained. The LOS of an intersection is a qualitative measure used to describe operational conditions. LOS ranges from A (best), which represents minimal delay, to F (worst), which represents heavy delay and a facility that is operating at or near its functional capacity. Levels of service for this study were determined using methods defined in the Highway Capacity Manual, 6th Edition (HCM) within Synchro 11 analysis software for signalized and unsignalized intersections with the exception of six study intersections. Due to the configuration of these intersections, HCM 6th Edition does not have the capability to analyze these intersections and therefore, HCM 2000 methodology was used instead. Local Transportation Analysis │Dublin Commons August 2024 │ Final 8 ACTC MTS roadway and freeway study segments were analyzed based on methodology within the ACTC Congestion Management Program (CMP)1 Land Use Analysis Program. Intersection Level of Service HCM includes procedures for analyzing side street stop controlled (SSSC), all-way stop controlled (AWSC), and signalized intersections. The SSSC procedure defines LOS as a function of average control delay for the worst minor street movement. Conversely, the AWSC and signalized intersection procedures define LOS as a function of average control delay for the intersection as a whole.Table 6 relates the operational characteristics associated with each LOS category for signalized and unsignalized intersections. Table 6 – Intersection Level of Service Definitions Level of Service Description Signalized (Avg. control delay per vehicle sec/veh.) Unsignalized (Avg. control delay per vehicle sec/veh.) A Free flow with no delays. Users are virtually unaffected by others in the traffic stream [ 10 [ 10 B Stable traffic. Traffic flows smoothly with few delays.$ 10 – 20 $ 10 – 15 C Stable flow but the operation of individual users becomes affected by other vehicles. Modest delays. $ 20 – 35 $ 15 – 25 D Approaching unstable flow. Operation of individual users becomes significantly affected by other vehicles. Delays may be more than one cycle during peak hours. $ 35 – 55 $ 25 – 35 E Unstable flow with operating conditions at or near the capacity level. Long delays and vehicle queuing. $ 55 – 80 $ 35 – 50 F Forced or breakdown flow that causes reduced capacity. Stop and go traffic conditions. Excessive long delays and vehicle queuing. $ 80 $ 50 Sources: Transportation Research Board, Highway Capacity Manual 6th Edition, National Research Council, 2016. Alameda CTC Freeway and Roadway Segments Freeway and roadway segments were analyzed based on volume to capacity (v/c) methodology consistent with the 2019 Alameda CTC CMP Land Use Analysis Program.Table 7 shows the LOS category based on the v/c ratio for freeway segments and roadway segments. 1 Congestion Management Program, Alameda County Transportation System, September 2019. Local Transportation Analysis │Dublin Commons August 2024 │ Final 9 Table 7 – Freeway and Roadway Segment Level of Service Criteria Level of Service Volume to Capacity (v/c) Ratio A < 0.35 B > 0.35 to 0.58 C > 0.58 to 0.75 D > 0.75 to 0.90 E > 0.90 to 1.0 F > 1.0 Source: Alameda CTC Congestion Management Program, 2019 LEVEL OF SERVICE THRESHOLDS Project traffic that causes or exacerbates operational deficiencies were determined by comparing conditions with and without the Project. Deficiencies at intersections would occur if traffic from the Project causes the LOS to fall below the maintaining agency’s LOS threshold or causes already deficient intersections to deteriorate further (typically beyond a defined threshold). Intersections evaluated in this study are located in and maintained by various agencies including the City of Dublin, City of Pleasanton, Caltrans, and Alameda CTC. Each agency has developed their own level of service standards and thresholds of significance, which are summarized below. City of Dublin As outlined in the City of Dublin General Plan2,the LOS standard is LOS D for all intersections with the exception of those located within the Downtown Dublin Specific Plan area. Intersections located within the Downtown Dublin Specific Plan area may operate at LOS E or worse as long as pedestrian and bicyclist safety is maintained and the impact to transit travel speeds are minimized. Since all City of Dublin study intersections are located within the Downtown Dublin Specific Plan area, a LOS criteria is not established at these intersections. Therefore, the intersection LOS analysis is provided to assist in identifying intersection locations with poor LOS operations and ensure that pedestrian and bicycle safety is maintained. Although no LOS improvements are required for intersections operating at LOS E or worse, bicycle and pedestrian safety improvements should be installed at intersections that operate at LOS E or worse. Developments in Downtown Dublin will be required to implement bicycle and pedestrian safety improvements per the City’s Bicycle and Pedestrian Plan, the local roadway safety plan, DDSP, and the Downtown Dublin Streetscape Plan if the addition of the development does not maintain pedestrian and bicycle safety or negatively impacts transit travel speeds. City of Pleasanton As outlined in the City of Pleasanton General Plan3,the LOS standard is LOS D for all intersections with the exception of those located within the Downtown Area and at City of Pleasanton gateway intersections. The LOS for these intersections may fall below the LOS D standard when no reasonable improvements 2 City of Dublin General Plan, Land Use and Circulation, City of Dublin, Amended February 5, 2022. 3 City of Pleasanton General Plan 2005-2025, Circulation Element, City of Pleasanton, Amended August 20, 2019. Local Transportation Analysis │Dublin Commons August 2024 │ Final 10 exist or the necessary improvement is contrary to other goals and policies of the City. Since all City of Pleasanton study intersections are gateway intersections, this criterion applies. Caltrans Caltrans has released an updated version of their Transportation Impact Study Guide that focuses on vehicles miles traveled (VMT), rather than intersection LOS. Therefore, this guide no longer references any LOS targets or thresholds. However, since this study includes intersection LOS, the previous 2002 Traffic Impact Study Guide4 will be referenced. In that document, Caltrans endeavors to maintain a target LOS at the transition between LOS C and LOS D on State Highway facilities (Guide for the Preparation of Traffic Studies, Caltrans, December 2002); however, Caltrans recognizes that achieving LOS C/LOS D may not always be feasible. A standard of LOS E or better on a peak hour basis was used as the planning objective for the evaluation of potential deficiencies of this development on Caltrans facilities as that is the standard set for Caltrans facilities in the study area by the Alameda CTC. The following criteria were used to evaluate potential deficiencies to Caltrans facilities: · If a Caltrans facility (intersection/mainline/ramp) is projected to operate at LOS E or better without the project and the project is expected to cause the facility to operate at LOS F, the deficiency may be considered deficient; or · If a Caltrans facility is projected to operate at LOS F without the project and the project is expected to increase density, the deficiency may be considered deficient. Alameda County Transportation Commission The Alameda CTC does not have adopted thresholds of significance for Congestion Management Plan land use analysis purposes. Past analyses within the City of Dublin have used the following criteria to assess roadway segment impacts: · For a roadway segment in the Alameda CTC Congestion Management Program Network, the project would cause a deficiency if (a) the LOS degrades from LOS E or better to LOS F or (b) the V/C ratio increases by 0.02 or more for a roadway segment that would operate at LOS F without the project. QUEUING The effects of vehicle queuing were analyzed and the 95th percentile queue is reported for movements at study intersections. The 95th percentile queue length represents a condition where 95th percent of the time during the peak hour, traffic queues will be less than or equal to the queue length determined by the analysis. This is referred to as the “95th percentile queue.” Average queuing is generally less. Queues that exceed the turn pocket length can create potentially hazardous conditions by blocking or disrupting through traffic in adjacent travel lanes. The City Pleasanton does not have standards for queuing and for the purpose of this analysis, queuing deficiencies would be considered as operational issues. The City of Dublin’s General Plan states improvements should be recommended for inadequate turn pocket lengths at off-site study intersections and project driveways. Operational deficiencies were considered to occur under conditions where project traffic causes the queue to extend beyond the turn pocket by 25 feet or more (i.e., the length of one vehicle) into adjacent traffic lanes that operate separately from the left-turn or right-turn lanes. Queuing deficiencies are identified under plus project conditions for left-turn movements 4 Caltrans Guide for the Preparation of Traffic Impact Studies,State of California Department of Transportation, December 2002 Local Transportation Analysis │Dublin Commons August 2024 │ Final 11 where the left-turn queues would potentially block through vehicles. Queuing deficiencies are not identified for movements under split phasing since all movements for the approach enter the intersection simultaneous and each movement is not expected to block one another. REPORT ORGANIZATION The remainder of the report is divided into the following chapters for the local transportation analysis: · Chapter 3: Existing Conditions – describes existing conditions on the roadway network, transit system, pedestrian facilities, and bicycle facilities. · Chapter 4: Project Conditions – describes the proposed project, trip generation, trip distribution, and trip assignment on the street network for Phase 1 of the project. Full buildout of the project is analyzed under Cumulative Plus Project conditions and is further described in Chapter 6. · Chapter 5: Opening Year Conditions – describes the traffic conditions under Opening Year Conditions with and without Phase 1 of the project. · Chapter 6: Cumulative Conditions – describes the traffic conditions under Cumulative Conditions plus full buildout of the project. · Chapter 7: Alameda CTC Land Use Analysis – describes the existing and future conditions of the Metropolitan Transportation System roadway segments and estimated deficiencies on the roadway segments as a result of the project. · Chapter 8: Vehicle Queuing and Site Access and Circulation – describes the vehicle queuing analysis at the study intersections and project driveways, as well as site access and circulation for the project. In addition, a crosswalk evaluation for Amador Plaza Road adjacent to the Project is summarized. · Chapter 9: Public Transit, Bicycle, and Pedestrian Facilities – describes potential effects the proposed project may have on the transit system, pedestrian facilities, and bicycle facilities. · Chapter 10: Summary of Queuing Deficiencies and Recommended Improvements – summarizes potential queuing deficiencies of the proposed project and recommended improvements. Local Transportation Analysis │Dublin Commons August 2024 │ Final 12 3. EXISTING CONDITIONS This chapter describes the existing conditions of the roadway network, transit service, pedestrian facilities, and bicycle facilities within the vicinity of the project site. The chapter also presents existing turning movement volumes and intersection levels of service. EXISTING ROADWAY NETWORK This section provides a description of the specific roadways included in this study. Interstate 580 (I-580)is part of the interstate freeway system and is located directly to the south of the project site. I-580 extends east-west connecting the project to the San Francisco Bay Area in the west and the City of Livermore and Interstate 5 in the east. The posted speed limit on I-580 is 65 miles per hour (mph) in the project area. I-580 express lanes were opened in 2016 and are in operation Monday through Friday from 5:00 AM to 8:00 PM. I-580 is a designated route of regional significance in the Tri-Valley Transportation Plan and Action Plan for Routes of Regional Significance. Interstate 680 (I-680)is part of the interstate freeway system and is located directly to the east of the project site. I-680 extends north-south connecting the project to Santa Clara County in the south and Contra Costa and Solano Counties as well as Interstate 80 in the north. The posted speed limit on I-680 is 65 mph in the project area. There is currently a gap in express lanes along I-680 near the project site between Alcosta Boulevard and SR-84. Phase 1 of the I-680 express lane project is currently under construction to install express lanes in the southbound direction. Phase 2 of the project proposes to construct express lanes in the northbound direction and will be constructed at a future date. I-680 is a designated route of regional significance in the Tri-Valley Transportation Plan and Action Plan for Routes of Regional Significance. Amador Plaza Road is a two-lane, north-south collector bordering the project site to the east. On-street parking is permitted for two hours on the west side of the street, and the posted speed limit is 30 mph. Sidewalks and Class IIA bike lanes exist along both sides of the roadway. This road serves commercial land uses. Amador Plaza Road provides access to the I-680 SB ramps to the south of the project site. Amador Valley Boulevard is a four-lane, east-west collector bordering the project site to the north. On- street parking is not permitted along this roadway, and the posted speed limit is 30 mph. Sidewalks and Class IIB bike lanes exist along both sides of the roadway. This road generally serves residential to the north and commercial land uses to the south. Donohue Drive is a two-lane, north-south collector north of the project site. On-street parking is permitted on both sides of the street, and the posted speed limit is 25 mph. Sidewalks and Class III bicycle lanes exist along both sides of the roadway. This road serves residential land uses to the north of the project site. Dougherty Road is a six-lane, north-south arterial east of the project site. On-street parking is not permitted along this roadway, and the posted speed limit is 40 mph in the project area. Dougherty Road transitions into Hopyard Road at the I-580 interchange. Sidewalks exist along both sides of the roadway with the exception of the west side near the I-580 interchange. Class IIA bike lanes exist along both sides of the roadway to the north of Dublin Boulevard. Dougherty Road and Hopyard Road are designated routes of regional significance in the Tri-Valley Transportation Plan and Action Plan for Routes of Regional Significance. The roadway provides access to residential, commercial and offices uses. Dougherty Road also provides access to the Diablo Valley College San Ramon Campus and Dougherty Valley High School to the north. Local Transportation Analysis │Dublin Commons August 2024 │ Final 13 Dublin Boulevard is a six-lane east-west arterial bordering the project site to the south. On-street parking is not permitted along this roadway and the posted speed limit is 35 mph in the project area. Sidewalks exist along both sides of the roadway in the project area. Class IIA and IIB bike lanes exist between Silvergate Drive and San Ramon Road while Class III shared lanes exist between San Ramon Road and Clark Avenue. Class IIA bike lanes exist to the east of Sierra Court. The roadway provides access to residential, commercial, and civic uses. Dublin Boulevard is a designated route of regional significance in the Tri-Valley Transportation Plan and Action Plan for Routes of Regional Significance. In addition, Dublin Boulevard between San Ramon Road and Tassajara Road is part of the ACTC MTS roadway network for the Land Use Analysis Program. Golden Gate Drive is a two-lane, north-south roadway that runs through the project site and transitions into Donohue Drive to the north. On-street parking is not permitted along this roadway, and the posted speed limit is 25 mph. To the south of Dublin Boulevard, sidewalks and Class IIA bike lanes exist along both sides of the roadway. This roadway serves residential and commercial land uses. On the south end of the roadway, Golden Gate Drive provides access to the West Dublin/Pleasanton BART Station. Regional Street is a two-lane, north-south collector to the west of the project site. The roadway connects to Amador Valley Boulevard to the north and Dublin Boulevard to the south. On-street parking is permitted on both sides of Regional Street, and the posted speed limit is 30 mph. Sidewalks and Class IIB bike lanes exist along both sides of the roadway. This road serves residential and commercial land uses. San Ramon Road is a six-lane, north-south arterial to the west of the project site. On-street parking is not permitted along this roadway, and the posted speed limit is 40 mph in the project area. San Ramon Road transitions into Foothill Road to the south near the I-580 interchange and the Dublin city limits. Sidewalks exist along both sides of the roadway with the exception of the west side near the I-580 interchange. Class IIB bike lanes exist on both sides of the roadway to the north of Dublin Boulevard and Class IIA bike lanes exist on the south side of Dublin Boulevard. San Ramon Road is a designated route of regional significance in the Tri-Valley Transportation Plan and Action Plan for Routes of Regional Significance, however Foothill Road is not. San Ramon Road provides access to commercial and residential uses as well as the Dublin Elementary School to the north. Starward Drive is a two-lane, north-south collector to the north of the project site. On-street parking is permitted on both sides of the street, and the posted speed limit is 25 mph. Starward Drive transitions into Landale Avenue to the north which then transitions into Donohue Drive. Sidewalks exist along both sides of the roadway. This road serves commercial and residential land uses. Woodland Avenue is currently not an existing roadway but serves as driveways to commercial uses along Dublin Boulevard. Woodland Avenue currently provides access to the back alley of the Dublin Plaza Center to the north of Dublin Boulevard and also provides access to the Dublin Retail Center to the south of Dublin Boulevard. With the proposed Project, Woodland Avenue will be constructed and will border the west side of the project site. Village Parkway is a two- to four-lane, north-south collector to the east of the project site. On-street parking is permitted on both sides of the street, and the posted speed limit is 30 mph. Sidewalks exist along both sides of the roadway. Class IIA bike lanes exist between Dublin Boulevard and Amador Valley Boulevard while Class IIB bike lanes exist north of Amador Valley Boulevard. South of Dublin Boulevard, Village Parkway is a two-lane collector, and no bicycle facilities exist. This road serves commercial and residential land uses and also provides access to the I-680 NB ramp just south of Dublin Boulevard. Local Transportation Analysis │Dublin Commons August 2024 │ Final 14 EXISTING TRANSIT FACILITIES Tri-Valley Wheels has multiple transit routes in the cities of Pleasanton, Dublin, and Livermore. Many routes (such as Routes, 3, 53, etc.) operate near the project area, but do not operate near the project site. Only routes that service near the project site are described in this section.Figure 3 shows the transit facilities in the project area. Schedules for each route are current as of August 2023, but may change due to COVID-19 or other external factors. Route 4 is a local bus route that operates between the West Dublin/Pleasanton BART Station and the East Dublin/Pleasanton BART Station in Dublin, Pleasanton, and San Ramon, CA. In the vicinity of the project site, Route 4 operates on Golden Gate Drive, Dublin Boulevard, Regional Street, and Amador Valley Boulevard. On weekdays, Route 4 operates between 6:03 AM and 9:41 AM and between 2:59 PM and 7:28 PM in 40-minute headways. On Saturdays, Route 4 operates between 8:03 AM 7:41 PM in 40-minute headways. The closest bus stops are located at the intersection of Dublin Boulevard and Golden Gate Drive and at the intersection of Amador Valley Boulevard and Donahue Drive. Route 30R is a local bus route that operates between the West Dublin/Pleasanton BART Station and the Sandia Laboratory in Livermore, CA. In the vicinity of the project site, Route 30R operates on Golden Gate Drive and Dublin Boulevard. On weekdays, Route 30R operates between 5:07 AM and 10:51 PM in 15-, 30-, or 60-minute headways. On weekends, Route 30R operates between 5:16 AM and 11:06 PM in 60- minute headways. The closest bus stop is located at the intersection of Dublin Boulevard and Amador Plaza Road. Route 70X is a regional bus route that operates between the East Dublin/Pleasanton BART Station and the Pleasant Hill BART Station. In the vicinity of the project site, Route 70X operates on Dublin Boulevard and I-680. On weekdays, Route 70X operates in the morning between 6:12 AM and 8:20 AM and in the afternoon between 4:02 PM and 6:25 PM. Route 70X does not operate on the weekends. The closest bus stop is located at the intersection of Dublin Boulevard and Sierra Court. Route 501a, 501b, and 501c are Dublin School Routes that operate between Dublin High School and Positano Hill. In the vicinity of the project site, Routes 501a and 501b operate on Village Parkway, Dougherty Road, and Dublin Boulevard and Route 501c operates on Dougherty Road and Dublin Boulevard. On the weekday mornings except Wednesday, it operates between 7:33 AM and 8:10 AM. On Wednesday mornings, it operates between 8:00 AM and 8:37 AM. On Monday, Tuesday, and Thursday afternoons, it operates between 4:00 PM and 4:35 PM. On Wednesday afternoons, it operates between 3:02 PM and 3:37 PM. On Friday afternoons, it operates between 2:32 PM and 3:07 PM. The service is only provided on school days. The closest bus stop is located near the intersection of Dublin Boulevard and Clark Avenue. Route 502 is a Dublin School Route that operates between Dublin High School and the intersection of Central Parkway and Panorama Drive. In the vicinity of the project site, Route 502 operates on Village Parkway, Amador Valley Boulevard, Dougherty Road, and Dublin Boulevard. On the weekday mornings except Wednesday, it operates between 7:09 AM and 8:10 AM. On Wednesday mornings, it operates between 7:47 AM and 8:40 AM. On Monday, Tuesday, and Thursday afternoons, it operates between 4:00 PM and 4:39 PM. On Wednesday afternoons, it operates between 3:02 PM and 3:41 PM. On Friday afternoons, it operates between 2:32 PM and 3:11 PM. The service is only provided on school days. The closest bus stop is located at the intersection of Amador Valley Boulevard and Village Parkway. Route 503 is a Dublin School Route that operates between Wells Middle School and Schaefer Ranch Park. In the vicinity of the project site, Route 503 operates on Village Parkway, Amador Valley Boulevard, and Local Transportation Analysis │Dublin Commons August 2024 │ Final 15 Dublin Boulevard. In the weekday mornings, it operates between 7:33 AM and 8:07 AM. On Wednesday mornings, an additional bus operates between 8:17 AM and 8:45 AM. On Monday, Tuesday, and Thursday afternoons, it operates between 3:13 PM and 4:33 PM. On Wednesday afternoons, it operates between 2:10 PM and 3:30 PM. On Friday afternoons, it operates between 2:32 PM and 4:01 PM. The service is only provided on school days. The closest bus stop is located at the intersection of Amador Valley Boulevard and Village Parkway. Route 504 is a Dublin School Route that operates between Dublin High School and the intersection of Gleason Drive and Brannigan Street. In the vicinity of the project site, Route 504 operates on Dublin Boulevard, and Village Parkway. In the weekday mornings except Wednesday, it operates between 7:36 AM and 8:10 AM. On Wednesday mornings, it operates between 7:56 AM and 8:40 AM. On Monday, Tuesday, and Thursday afternoons, it operates between 4:00 PM and 4:31 PM. On Wednesday afternoons, it operates between 3:02 PM and 3:33 PM. On Friday afternoons, it operates between 2:32 PM and 3:03 PM. The service is only provided on school days. The closest bus stop is located near the intersection of Dublin Boulevard and Clark Avenue. County Connection has multiple transit routes that provides service between Contra Costa County and the cities of Dublin and Pleasanton. Many routes (such as Route 35, 335, 92X, etc.) operate near the project area, but do not operate near the project site. Only routes that service near the project site are described in this section. Route 636 is a school bus route that operates between the Dublin/Pleasanton BART station and the intersection of Pine Valley Road and Broadmoor Drive in the City of San Ramon. In the vicinity of the project site, Route 636 operates Dublin Boulevard and Village Parkway. On weekdays, Route 636 operates in the afternoon between 2:20 PM and 3:43 PM and does not operate on weekends. Route 636 is a school route and operates only on school days. The closest bus stop is located at the intersection of Village Parkway and Amador Valley Boulevard. EXISTING PEDESTRIAN FACILITIES Existing pedestrian facilities in the project area include sidewalks along both sides of the roadways surrounding the project area on Dublin Boulevard, Amador Plaza Road, Amador Valley Boulevard, Regional Street, and San Ramon Road. Two midblock crossings are located along Amador Plaza Road to provide pedestrian access between the project site and the retail uses to the east. One midblock crossing is also located along Amador Valley Boulevard, between Regional Street and Starward Drive, to provide access to the Shamrock Village shopping center. EXISTING BICYCLE FACILITIES Bicycle facilities are divided into four classes. Class I bike paths are physically separated from motor vehicle lanes and are further divided into Class IA Shared Use Paths and Class IB Sidepaths. Class II bike lanes on roadways are marked by signage and pavement striping and are further divided into Class IIA Bike Lanes and Class IIB Buffered Bike Lanes, where painted buffers separate the vehicle travel lanes from the bike lane and green bike lane pavement coloring are used to highlight potential conflict zones between vehicles and cyclists. Class III bike routes share the travel lane with motor vehicles and have signs and sharrow striping to guide bicyclists on paved routes. Class IV bike facilities are protected cycle tracks that provide a physical barrier between motor vehicles and cyclists.Figure 4 shows the bicycle facilities in the project area. Within the project study area, there are Class I, II, and III bicycle facilities along the following corridors: Local Transportation Analysis │Dublin Commons August 2024 │ Final 16 · Class IA Shared Use Path: o North of Amador Valley Boulevard from San Ramon Road to Mape Memorial Park o Adjacent to the Alamo Canal · Class IB Side Paths: o San Ramon Road from Dublin Boulevard to north of Alcosta Boulevard · Class IIA Bike Lanes: o Amador Valley Boulevard from Village Parkway to Wildwood Road o Amador Plaza Road from Amador Valley Boulevard to St. Patrick Way o Village Parkway from Amador Valley Boulevard to Dublin Boulevard o Dougherty Road from Dublin Boulevard to Bollinger Canyon Road o Dublin Boulevard from Fallon Road to Sierra Court o Dublin Boulevard from Donlon Way to Hansen Drive o Golden Gate Drive from Dublin Boulevard to West Dublin BART o St. Patrick Way from Golden Gate Drive to Amador Plaza Road o Silvergate Drive from Dublin Boulevard to San Ramon Road · Class IIB Buffered Bike Lanes: o Amador Valley Boulevard from San Ramon Road to Village Parkway o Regional Street from Amador Valley Boulevard to south of Dublin Boulevard o San Ramon Road from Dublin Boulevard to Alcosta Boulevard o Dublin Boulevard from Hansen Drive to San Ramon Road o Village Parkway from Amador Valley Boulevard to Alcosta Boulevard · Class III Bike Route: o Dublin Boulevard from San Ramon Road to Clark Avenue o Clark Avenue from Dublin Boulevard to Maple Drive o Maple Drive from Clark Avenue and York Drive o Donohue Drive from Amador Valley Boulevard to Vomac Road S D Q R D P R Q R R D G R H J L R Q D O S W U H H W A P D G R U P O D ] D R R D G W R R G O D Q G A Y H Q X H POD]D D U L Y H FLUVW S W U H H W SHFRQ G S W U H H W H R S \ D U G R R D G INTERSTATEINTERSTATE 680 21 22 23 25 24 26 DXEOLQ B R X O H Y D U G DXEOL Q B R X O H Y D U G INTERSTATEINTERSTATE 680 INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 580 F R R W K L O O R R D G G R O G H Q G D W H D U L Y H DR X J K H U W \ R R D G VDOO H \ B R X O H Y D U G APDG R U V L O O D J H P D U N Z D \ 11 3 2 1 DXEOLQ B R X O H Y D U G 4 7 10 SW PDW U L F N W D \ 27 6 5 12 TKLUG S W U H H W 13 14 15 20 19 18 17 9 16 8 N NOT TO SCALE AUGUST 2024097059607 FIGURE 3 EXISTING TRANSIT FACILITIES DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS LEGEND X STUDY INTERSECTIONS WB ROUTE 3 WB ROUTE 30R WB ROUTE 53 WB ROUTE 70X WB ROUTE 501 WB ROUTE 502 WB ROUTE 503 WB ROUTE 504 PROJECT SITE X FUTURE PROJECT INTERSECTIONS CC ROUTE 636 WB = WHEELS BUS CC = COUNTY CONNECTION WB ROUTE 4 S D Q R D P R Q R R D G R H J L R Q D O S W U H H W A P D G R U P O D ] D R R D G W R R G O D Q G A Y H Q X H POD]D D U L Y H FLUVW S W U H H W SHFRQ G S W U H H W H R S \ D U G R R D G INTERSTATEINTERSTATE 680 21 22 23 25 24 26 DXEOLQ B R X O H Y D U G DXEOL Q B R X O H Y D U G INTERSTATEINTERSTATE 680 INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 580 F R R W K L O O R R D G G R O G H Q G D W H D U L Y H DR X J K H U W \ R R D G VDOO H \ B R X O H Y D U G APDG R U V L O O D J H P D U N Z D \ 11 3 2 1 DXEOLQ B R X O H Y D U G 4 7 10 SW PDW U L F N W D \ 27 6 5 12 TKLUG S W U H H W 13 14 15 20 19 18 17 9 16 8 N NOT TO SCALE AUGUST 2024097059607 FIGURE 4 EXISTING BICYCLE FACILITIES DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS LEGEND X STUDY INTERSECTIONS CLASS IB SIDE PATH CLASS IIB BUFFERED LANE CLASS IA SHARED USE PATH CLASS IIA BICYCLE LANE CLASS III BICYCLE ROUTE PROJECT SITE X FUTURE PROJECT INTERSECTIONS Local Transportation Analysis │Dublin Commons August 2024 │ Final 19 EXISTING LANE CONFIGURATION AND TRAFFIC CONTROL Existing intersection lane configuration and traffic controls are illustrated in Figure 5. EXISTING PEAK HOUR TURNING MOVEMENT VOLUMES Weekday intersection turning movement volumes were collected at 17 study intersections on Wednesday, May 31, 2023 during the AM (7:00 – 9:00 AM) and PM (4:00 – 6:00 PM) peak periods when local schools were in session. Counts at Intersections #14 and #15 were collected on Thursday, June 8, 2023 while schools were out of session. Adjustments were made to these volumes to account for school being out of session by determining adjustment factors based on counts from an adjacent intersection that were collected while schools were both in session and out of session. Saturday intersection turning movement volumes were collected at nine (9) study intersections on Saturday, June 3, 2023 during the Midday (12:00 – 2:00 PM) peak period. However, due to COVID-19 and its effect on traffic patterns, these counts were compared against historical traffic volumes from other traffic studies in Dublin to determine whether the collected counts were within reason or if they were affected by COVID-19. Historical volumes that were used in this comparison were obtained from the following studies which were collected during both pre- COVID and during COVID: ·Dublin H Mart Local Transportation Analysis – counts collected in August 2021 and April 2022 ·BASIS School Transportation Impact Study – counts collected in November 2022 ·St. Patrick Way Housing Development Transportation Impact Study – counts collected in 2018 ·Kaiser Dublin Medical Center Project Environmental Impact Report –counts collected in June 2016 and May 2017 In general, most weekday historical counts were less than or very similar to the counts collected in May 2023. Therefore, May 2023 weekday counts were used without any adjustments for the weekday AM and PM peak hour analysis. Historical Saturday counts were shown to be approximately three percent greater than the counts collected in June 2023. Therefore, a three percent growth rate was applied to the counts collected in June 2023 for the Saturday Midday peak hour analysis. Intersection volume data sheets are provided in the Appendix. Peak hour turning movement volumes are shown in Figure 6. DXEOLQ B R X O H Y D U G DXEOLQ B R X O H Y D U G F R R W K L O O R R D G S D Q R D P R Q R R D G R H J L R Q D O S W U H H W APDG R U V D O O H \ BRXOH Y D U G A P D G R U P O D ] D R R D G W R R G O D Q G A Y H Q X H G R O G H Q G D W H D U L Y H POD]D D U L Y H FLUVW S W U H H W SHFRQ G S W U H H W TKLUG S W U H H W DXEOL Q B R X O H Y D U G DR X J K H U W \ R R D G H R S \ D U G R R D G INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 680 1 2 3 4 5 6 7 8 9 10 21 15 11 12 13 14 16 22 23 25 24 19 17 18 26 20 27 SW PDWUL F N W D \ 17 1 2 3 8 18 9 FIGURE 5 EXISTING CONDITION LANE GEOMETRY AND TRAFFIC CONTROL N NOT TO SCALE 4 6 23 5 16 26 25 24 22 430 DXEOLQ BRXOHYDUG EB I-580 RDPSV 22 0 255 FR R W K L O O R R D G SD Q R D P R Q R R D G GR O G H Q G D W H D U L Y H 21 0 21 0 565 190 320 RH J L R Q D O S W U H H W 215 VL O O D J H P D U N Z D \ DR X J K H U W \ R R D G VL O O D J H P D U N Z D \ 20 21 19 14 DR Q R K X H D U L Y H 12 13 11 APDGRU VDOOH\ BRXOHYDUG SD Q R D P R Q R R D G 28 0 28 0 60 65 RH J L R Q D O S W U H H W 35 105 105 SW D U Z D U G D U L Y H 80 45 7 13 0 13 0 200 AP D G R U P O D ] D R R D G WB I-580 RDPSV SD Q R D P R Q R R D G DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG 10 AP D G R U P O D ] D R R D G SB I-680 RDPSV APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG AP D G R U P O D ] D R R D G 15 APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG GR O G H Q G D W H D U L Y H DR O P 425 57 0 29 0 29 0 42 0 42 0 DROP DROP DROP 28 0 28 0 DR O P 260 290 260 290 220 10 5 10 5 205 11 0 11 0 13 5 13 5 13 5 215 17 0 235 10 0 DR O P 305 320 10 0 200 415 55 49 5 45 0 45 0 49 5 49 5 565 565 300 215 215 415 415 SW PDWULFN WD\ 130 285 65 14 5 20 0 DR O P 130 30 0 10 0 10 0 75 180 80 90 150 100 80 115 90 12 0 100 180 12 5 80 WR R G O D Q G A Y H Q X H DXEOLQ BRXOHYDUG 100 AUGUST 2024097059607 DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS 27 ST O P SW PDWULFN WD\ GR O G H Q G D W H D U L Y H STOP ST O P STOP 155 DROP 10 0 FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION DR O P DXEOLQ B R X O H Y D U G DXEOLQ B R X O H Y D U G F R R W K L O O R R D G S D Q R D P R Q R R D G R H J L R Q D O S W U H H W APDG R U V D O O H \ BRXOH Y D U G A P D G R U P O D ] D R R D G W R R G O D Q G A Y H Q X H G R O G H Q G D W H D U L Y H POD]D D U L Y H FLUVW S W U H H W SHFRQ G S W U H H W TKLUG S W U H H W DXEOL Q B R X O H Y D U G DR X J K H U W \ R R D G H R S \ D U G R R D G INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 680 1 2 3 4 5 6 7 8 9 10 21 15 11 12 13 14 16 22 23 25 24 19 17 18 26 20 27 SW PDWUL F N W D \ 1 18 FIGURE 6 EXISTING CONDITION PEAK HOUR TURNING MOVEMENT VOLUMES N NOT TO SCALE 23 26 25 24 22 DXEOLQ BRXOHYDUG EB I-580 RDPSV FR R W K L O O R R D G SD Q R D P R Q R R D G GR O G H Q G D W H D U L Y H RH J L R Q D O S W U H H W VL O O D J H P D U N Z D \ DR X J K H U W \ R R D G VL O O D J H P D U N Z D \ 20 21 19 DR Q R K X H D U L Y H APDGRU VDOOH\ BRXOHYDUG SD Q R D P R Q R R D G RH J L R Q D O S W U H H W SW D U Z D U G D U L Y H AP D G R U P O D ] D R R D G WB I-580 RDPSV SD Q R D P R Q R R D G DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG AP D G R U P O D ] D R R D G SB I-680 RDPSV APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG AP D G R U P O D ] D R R D G APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG GR O G H Q G D W H D U L Y H SW PDWULFN WD\ 58(96)(64) 444(756)(978) 23(62)(83) 152(111)(61) 497(1080)(835) 46(150)(197) 11 ( 4 7 ) ( 4 9 ) 9( 2 0 ) ( 9 ) 17 ( 6 4 ) ( 7 5 ) 81 ( 1 4 3 ) ( 5 3 ) 4( 2 7 ) ( 9 ) 71 ( 1 2 2 ) ( 6 4 ) 6 265(277)(290) 434(711)(801) 182(190)(247) 65(104)(132) 447(985)(648) 77(181)(157) 77 ( 1 9 8 ) ( 2 4 6 ) 12 9 ( 1 2 0 ) ( 1 6 8 ) 26 ( 7 8 ) ( 1 1 3 ) 26 2 ( 2 8 0 ) ( 2 4 7 ) 87 ( 1 5 2 ) ( 1 7 9 ) 70 ( 1 1 4 ) ( 1 4 2 ) 7 124(163) 660(876) 689(373) 186(252) 465(1018) 151(243) 49 2 ( 4 5 8 ) 85 ( 1 0 2 ) 15 3 ( 1 8 7 ) 1( 9 ) 7( 2 4 ) 22 ( 8 1 ) 8 370(472) 938(678) 311(343) 462(693) 481(919) 77(135) 32 3 ( 3 1 4 ) 13 0 6 ( 8 5 5 ) 90 ( 1 0 8 ) 40 4 ( 4 6 1 ) 68 9 ( 1 1 6 0 ) 72 6 ( 7 4 4 ) 9 64(11) 78(55) 276(332) 40(12) 42(71) 44(97) 21 1 ( 2 7 9 ) 10 9 ( 6 2 ) 49 ( 3 4 ) ( 0 ) 34 ( 3 0 ) 98 ( 9 2 ) 11 ( 9 ) 10 207(226)(240) 629(478)(493) 1(1)(1) 69(145)(154) 650(759)(561) 3(4)(3) 4( 2 ) ( 2 ) 2( 2 ) ( 1 ) 8( 3 ) ( 1 0 ) 20 1 ( 2 8 5 ) ( 2 9 3 ) 4( 3 ) ( 4 ) 65 ( 1 5 8 ) ( 1 6 5 ) 15 18(16) 599(591) 101(54) 41(37) 579(817) 52(40) 13 7 ( 6 2 ) 11 ( 3 ) 48 ( 3 1 ) 6( 2 9 ) 12 ( 1 1 ) 16 ( 4 3 ) 14 631(619) 32(46) 7(5) 623(842) 74(61) 47 ( 4 9 ) 62 ( 3 6 ) 2( 3 ) 3( 2 ) 13 121(237)(281) 539(399)(414) 3(6)(9) 64(108)(146) 657(624)(494) 42(72)(99) 8( 3 0 ) ( 1 6 ) 3( 1 1 ) ( 1 1 ) 11 ( 1 3 ) ( 3 0 ) 46 ( 1 2 8 ) ( 1 2 6 ) 6( 2 5 ) ( 2 7 ) 68 ( 1 6 2 ) ( 1 8 1 ) 12 389(259)(304) 27(28)(48) 204(309)(330) 35(61)(56) 31(39)(37) 24(43)(32) 30 8 ( 2 4 6 ) ( 2 7 3 ) 47 4 ( 3 1 9 ) ( 2 8 1 ) 21 ( 4 1 ) ( 2 6 ) 43 7 ( 5 0 9 ) ( 3 8 3 ) 29 0 ( 5 7 0 ) ( 3 6 5 ) 76 ( 1 5 7 ) ( 1 4 0 ) 11 101(99) 341(292) 106(54) 107(211) 314(483) 423(338) 10 9 ( 5 1 ) 54 3 ( 2 5 0 ) 43 5 ( 2 2 3 ) 76 ( 1 1 0 ) 62 2 ( 2 9 8 ) 73 ( 2 0 0 ) 16 43(65)(85) 442(724)(675) 55(115)(126) 23(107)(131) 657(1058)(842) 111(165)(224) 47 ( 1 8 3 ) ( 1 8 9 ) 14 ( 2 6 ) ( 4 6 ) 93 ( 1 9 6 ) ( 2 3 7 ) 29 ( 8 2 ) ( 8 4 ) 10 ( 5 0 ) ( 5 8 ) 43 ( 1 2 2 ) ( 1 4 2 ) 4 369(713)(726) 177(196)(206) 69(138)(155) 272(264)(216) 165(329)(159) 202(231)(93) 13 5 ( 2 0 8 ) ( 1 7 0 ) 57 8 ( 4 4 3 ) ( 4 9 0 ) 21 4 ( 1 0 6 ) ( 6 2 ) 51 3 ( 8 0 7 ) ( 8 6 9 ) 51 5 ( 8 9 4 ) ( 6 8 4 ) 28 8 ( 3 2 2 ) ( 1 9 3 ) 3 914(245) 626(674) 80 6 ( 8 0 6 ) 41 3 ( 6 1 4 ) 94 ( 3 8 5 ) 69 0 ( 1 3 4 9 ) 2 387(316) 412(517) 13 0 7 ( 7 2 5 ) 41 3 ( 3 2 6 ) 22 0 ( 6 3 0 ) 37 2 ( 1 2 1 7 ) 1 17 FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION AUGUST 2024097059607 DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS SW PDWULFN WD\ GR O G H Q G D W H D U L Y H 145(85)(41) 34(46)(46) 23(41)(48) 9(17)(9) 34(34)(43) 34(22)(32) 50 ( 1 2 5 ) ( 8 4 ) 12 0 ( 1 0 7 ) ( 4 4 ) 14 ( 2 7 ) ( 2 2 ) 38 ( 8 8 ) ( 1 4 ) 11 1 ( 1 8 1 ) ( 4 5 ) 6( 1 8 ) ( 1 8 ) 27 LEGEND AM(PM)(SATURDAY) PEAK HOUR VOLUME XX(YY)(==) X X STUDY AREA INTERSECTIONS FUTURE PROJECT INTERSECTIONS WR R G O D Q G A Y H Q X H DXEOLQ BRXOHYDUG 12(87)(133) 516(850)(974) 4(5)(10) 1(8)(5) 695(1297)(1014) 3( 2 ) ( 1 3 ) 2( 4 2 ) ( 5 0 ) 5 Local Transportation Analysis │Dublin Commons August 2024 │ Final 22 EXISTING INTERSECTION LEVEL OF SERVICE Traffic operations were evaluated at the study intersections under Existing traffic conditions. Intersection LOS results of the analysis are presented in Table 8 and Table 9 for the Saturday and weekday peak hours, respectively.As noted in the City of Dublin’s General Plan, intersections located within the Downtown Dublin Specific Plan area are exempt from the City’s LOS D threshold as long as bicycle and pedestrian safety and transit travel time speeds are maintained at these intersections. City of Dublin intersections operating at LOS E or F are shown in bold.Table 8 and Table 9 list the LOS criteria, municipal jurisdiction, intersection control, and LOS/delay for each intersection. Analysis sheets are provided in the Appendix. As shown in the table, all City of Pleasanton intersections operate at LOS D or better. The following City of Dublin intersections operate at LOS E or F. · Amador Valley Boulevard / Village Parkway – AM Peak Hour (Dublin) As shown in the LOS analysis, delays for the study intersections analyzed in the Saturday midday peak hour are generally less than the delays in the Weekday AM and PM peak hours. Therefore, it is assumed that the weekday analysis provides a worst-case approach and no further Saturday analysis will be evaluated. Table 8 – Existing Intersection Level of Service Summary – Saturday #Intersection1 Jurisdiction Control Existing Saturday LOS Delay (sec) 3 Dublin Blvd / San Ramon Rd2 DUB Signal C 33.9 4 Dublin Blvd / Regional St2 DUB Signal C 31.6 5 Dublin Blvd / Woodland Ave2 DUB SSSC A 1.7 Worst Movement C 21.5 6 Dublin Blvd / Golden Gate Dr2 DUB Signal C 20.4 7 Dublin Blvd / Amador Plaza Rd2 DUB Signal D 39.7 11 Amador Valley Blvd / San Ramon Rd2 DUB Signal C 27.1 12 Amador Valley Blvd / Regional St2 DUB Signal B 15.1 15 Amador Valley Blvd / Amador Plaza Rd2 DUB Signal B 14.3 27 Golden Gate Dr / St. Patrick Way2 DUB Signal A 9.0 [DUB] – City of Dublin 1 Intersection LOS analyzed within Synchro using HCM 6th Edition methodology. 2 Per the City of Dublin General Plan, intersections within the Downtown Dublin Specific Plan area may operate at an LOS E or worse. All City of Dublin study intersections are located within the Downtown Dublin Specific Plan boundary and therefore are exempt from the LOS D standard as long as the safety for pedestrians and bicyclists is maintained and impacts to transit travel speeds are minimized. Note: For side-street stop-controlled intersections (SSSC), the LOS is determined by the worst movement. Local Transportation Analysis │Dublin Commons August 2024 │ Final 23 Table 9 – Existing Intersection Level of Service Summary – Weekday #Intersection1 Jurisdiction Control Existing Weekday AM Peak PM Peak LOS Delay (sec)LOS Delay (sec) 1 Foothill Rd / EB I-580 Ramps2 PLS/CAL Signal B 10.0 B 11.3 2 San Ramon Rd / WB I-580 Ramps2 PLS/CAL Signal B 14.7 B 12.4 3 Dublin Blvd / San Ramon Rd3 DUB Signal D 48.6 D 42.4 4 Dublin Blvd / Regional St3 DUB Signal D 44.6 D 41.0 5 Dublin Blvd / Woodland Ave3 DUB SSSC A 0.2 A 1.4 Worst Movement B 12.3 D 28.2 6 Dublin Blvd / Golden Gate Dr3 DUB Signal C 30.8 C 22.2 7 Dublin Blvd / Amador Plaza Rd3 DUB Signal D 44.8 D 39.8 8 Dublin Blvd / Village Pkwy3 DUB Signal D 48.3 D 43.3 9 Dublin Blvd / Dougherty Rd3 DUB Signal D 52.8 D 51.8 10 Amador Plaza Rd / SB I-680 Ramps3 DUB/CAL Signal B 17.4 B 16.3 11 Amador Valley Blvd / San Ramon Rd3 DUB Signal C 30.6 C 27.9 12 Amador Valley Blvd / Regional St3 DUB Signal A 8.7 B 13.4 13 Amador Valley Blvd / Starward Dr3 DUB Signal B 16.9 B 12.6 14 Amador Valley Blvd / Donohue Dr 3 DUB Signal B 19.8 B 12.9 15 Amador Valley Blvd / Amador Plaza Rd3 DUB Signal B 12.9 B 15.4 16 Amador Valley Blvd / Village Pkwy3 DUB Signal E 55.8 C 28.4 17 Amador Plaza Rd / Plaza Dr3 DUB SSSC Future Project IntersectionWorst Movement 18 Amador Plaza Rd / First St3 DUB SSSC Future Project IntersectionWorst Movement 19 Amador Plaza Rd / Second St3 DUB SSSC Future Project IntersectionWorst Movement 20 Amador Plaza Rd / Third St3 DUB SSSC Future Project IntersectionWorst Movement 21 First St / Golden Gate Dr (NB)3 DUB AWSC Future Project Intersection 22 First St / Golden Gate Dr (SB)3 DUB AWSC Future Project Intersection 23 First St / Woodland Ave3 DUB AWSC Future Project Intersection 24 Second St / Golden Gate Dr3 DUB AWSC Future Project Intersection 25 Second St / Woodland Ave3 DUB AWSC Future Project Intersection 26 Third St / Golden Gate Dr3 DUB AWSC Future Project Intersection 27 Golden Gate Dr / St. Patrick Way3 DUB Signal B 10.4 B 11.7 [DUB] – City of Dublin, [PLS] – City of Pleasanton, [CAL] – California Department of Transportation (Caltrans) Intersections operating at an LOS E or F are shown in bold. 1 Intersection LOS analyzed within Synchro using HCM 6th Edition methodology with the exception of Intersections 1, 2, 8, 9, 10, 13, which were analyzed using HCM 2000 methodology due to its intersection configuration and signal phasing. 2 City of Pleasanton Gateway intersection with LOS D threshold. 3 Per the City of Dublin General Plan, intersections within the Downtown Dublin Specific Plan area may operate at an LOS E or worse. All City of Dublin study intersections are located within the Downtown Dublin Specific Plan boundary and therefore are exempt from the LOS D standard as long as the safety for pedestrians and bicyclists is maintained and impacts to transit travel speeds are minimized. Note: For side-street stop-controlled intersections (SSSC), the LOS is determined by the worst movement. Local Transportation Analysis │Dublin Commons August 2024 │ Final 24 4. PROJECT CONDITIONS This chapter presents a description of the proposed project’s site use, trip generation, trip distribution, and trip assignment for Phase 1 of the project. Full buildout of the project is analyzed in Cumulative Conditions and will be described further in Chapter 6. PROPOSED SITE USE The project proposes a mixed-used development consisting of commercial/retail, residential, and life sciences uses and will be developed in two phases, Phase 1 and Full Buildout Conditions. Phase 1 will be analyzed under Opening Year (2028) conditions while Full Buildout will be analyzed under Cumulative (2040) conditions. It should be noted that the food and beverage land uses do not distinguish the specific type of restaurant or retail use. Therefore, a mix of high-turnover (sit-down) restaurant and fine dining restaurant uses were utilized. Phase 1 (Opening Year 2028) ·Existing Uses to be Demolished o Retail – 155,785 SF o Restaurant – 2,500 SF ·Existing Uses to be Relocated to Block G (not a part of the Project) o Occurs under Opening Year 2028 baseline conditions o Retail – 27,071 SF o Restaurant – 6,054 SF o Note that the existing Target store remains and will not be relocated ·Proposed Uses to be Constructed o Retail – 111,040 SF o Restaurant – 41,988 SF o Residential – 390 dwelling units o Life Science – 261,428 SF Full Buildout (Cumulative Year 2040) ·Proposed Uses to be Constructed (includes Phase 1) o Retail – 111,040 SF o Restaurant – 41,988 SF o Residential – 1,510 dwelling units o Life Science – 535,000 SF o Target remains as 121,972 SF TRIP GENERATION Trip generation for projects is typically calculated based on information contained in the Institute of Transportation Engineer’s (ITE) publication,Trip Generation Manual, 11th Edition5. The manual is a standard reference used by jurisdictions throughout the country for the estimation of trip generation potential of proposed projects. A trip is defined in the Trip Generation Manual as a single or one-directional vehicle movement with either the origin or destination at the project site. In other words, a trip can be either “to” or “from” the site and therefore, a single visitor to a site is counted as two trips. Trip generation for Phase 1 of 5 Trip Generation Manual, 11th Edition, Institute of Transportation Engineers, 2021 Local Transportation Analysis │Dublin Commons August 2024 │ Final 25 the project was determined using the ITE Trip Generation Manual. Full Buildout of the project is analyzed under Cumulative Plus Project conditions using the City’s travel demand model and is described in more detail in the following chapters. For purposes of determining the worst-case deficiency of traffic on the surrounding street network, the trips generated by the proposed project are estimated for the weekday AM peak hour (between 7:00 AM and 9:00 AM), and for the weekday PM peak hour (between 4:00 PM and 6:00 PM) on a typical weekday. ITE methodology dictates that the fitted curve equation should be used if there are 20 or more data points, or if the R2 value is greater than 0.75 (the R2 value shows how close the data is to the fitted curve, with 1.0 being the best fit, and 0.0 showing no fit) and the weighted average rate should be used if the weighted standard deviation is less than or equal to 55 percent of the weighted average rate. Engineering judgement was also used when determining whether average rate or the fitted curve equation should be used. Since existing uses currently on the site will be removed, trip generation for these uses were also developed to determine the trip credit taken for the existing uses. The following describes the methodology used to develop the weekday trip generation for the existing uses to be removed and proposed uses to be constructed in Phase 1: ·Existing Uses to be Demolished o Average rate used for ITE 875 (Department Store), ITE 861 (Sporting Goods Superstore), ITE 876 (Apparel Store), ITE 890 (Furniture Store), ITE 911 (Walk-In Bank), ITE 918 (Hair Salon) (most similar ITE land use available for the existing nail salon), ITE 930 (Fast Casual Restaurant), ITE 826 (Specialty Retail Center). ·Proposed Phase 1 Uses to be Constructed o Average rate used for ITE 221 (Multifamily Housing (Mid-Rise) Close to Transit), ITE 821 (Shopping Plaza (40-150 KSF)), ITE 492 (Health and Fitness Club), ITE 932 (High- Turnover (Sit-Down) Restaurant), and ITE 931 (Fine Dining Restaurant). o Fitted curve equation used for ITE 760 (Research and Development Center). Internal Capture Reduction With a multi-use development, there is potential for interaction among the uses within each development area. These types of trips are considered internal to the site and are “captured” within the site. The standard engineering reference for determining internal capture reductions for the proposed land uses is the ITE Trip Generation Handbook, 3rd Edition6. Following ITE methodology, the total internal capture reduction for the Existing uses to be removed would result in 5 percent, 2 percent, and 6 percent for the weekday daily, AM peak hour, and PM peak hour, respectively. The total internal capture reduction for Phase 1 of the proposed project would result in 31 percent, 30 percent, and 32 percent for the weekday daily, AM peak hour, and PM peak hour, respectively. It should be noted that daily internal capture reduction rates are not provided and therefore were determined from an average of the AM and PM peak hour internal capture reduction rates. Internal capture reduction calculations are shown in the Appendix. Pass-By Reductions Pass-by trip reductions are considered to account for trips that were already on the road and will likely stop as they pass by the site. Pass-by reductions would be applicable to the commercial/retail uses and were derived from the ITE Trip Generation Manual, 11th Edition. Where pass-by reductions are not available for the ITE land use code used to develop the trip generation, the most similar ITE land use code available 6Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, 2017. Local Transportation Analysis │Dublin Commons August 2024 │ Final 26 was used. The following pass-by reduction rates were used for the Existing uses to be removed and for Phase 1 of the proposed project: Existing Uses · ITE 890 (Furniture Store) – 0 percent (AM peak hour) and 53 percent (PM peak hour) · ITE 912 (Drive-In Bank) – 29 percent (AM peak hour) and 35 percent (PM peak hour) · ITE 932 (High Turnover Sit-Down Restaurant) – 0 percent (AM peak hour) and 43 percent (PM peak hour) Proposed Phase 1 Uses · ITE 821 (Shopping Plaza (40-150k)) – 0 percent (AM peak hour) and 40 percent (PM peak hour · ITE 931 (Fine Dining Restaurant) – 0 percent (AM peak hour) and 44 percent (PM peak hour) · ITE 932 (High Turnover Sit-Down Restaurant) – 0 percent (AM peak hour) and 43 percent (PM peak hour) Daily pass-by reduction rates are not provided and therefore were determined from an average of the AM and PM peak hour pass-by reduction rates. The total pass-by reduction for the existing uses results in 4 percent, 7 percent, and 7 percent for the weekday daily, AM peak hour, and PM peak hour, respectively. The total pass-by reduction for Phase 1 of the project results in 13 percent, 0 percent, and 25 percent for the weekday daily, AM peak hour, and PM peak hour, respectively. Table 10 presents the weekday peak hour trip generation for the existing uses to be removed and Phase 1 of the proposed project. Trip credit for the existing uses will result in -3,756 daily trips, -100 trips in the AM peak hour (-70 In / -30 Out), and -319 trips in the PM peak hour (-151 In / -168 Out). Phase 1 of the proposed project will generate +8,742 daily trips, +538 trips in the AM peak hour (362 In / 176 Out), and +622 trips in the PM peak hour (278 In / 344 Out). PROJECT TRIP DISTRIBUTION AND ASSIGNMENT A select zone analysis was completed using the City’s travel demand model for the traffic analysis zones (TAZs) that make up the Project site to assist in developing the Project’s trip distribution under Opening Year (2028) Conditions. Three separate select zone analyses were completed to determine the trip distribution for a retail use, an office use, and a residential use. Adjustments were made to the select zone analysis based on existing traffic count information, previous traffic studies within the area, the general orientation of population sources to the site, and future roadway improvements (i.e. the Dublin Boulevard Extension), and engineering judgment. Trip distributions for the proposed retail uses, residential uses, and office uses are presented in Figure 7,Figure 8, and Figure 9, respectively. Based on the assumed trip distributions, the new vehicle trips generated by the project were assigned to the street network and the trip assignment is shown in Figure 10 for Opening Year (2028) Conditions. It should be noted that the trip assignment includes Phase 1 of the proposed project, existing uses to be demolished, and existing uses to be relocated from the southeast end of the site to the north end of the site. Local Transportation Analysis │Dublin Commons August 2024 │ Final 27 Table 10 – Project Trip Generation – Weekday Land Use ITE Land Use Code Size Unit Daily AM Peak Hour PM Peak Hour Total In Out Total In Out Existing Uses to be Removed Department Store 875 33.45 KSF 765 19 12 7 65 33 32 Sporting Goods Superstore 861 93.331 KSF 2,219 45 35 10 200 92 108 Apparel Store 876 5.796 KSF 385 6 5 1 24 12 12 Furniture Store 890 18.255 KSF 115 5 4 1 9 4 5 Walk-in Bank 911 2.559 KSF 310 27 14 13 31 14 17 Hair Salon 918 1.032 KSF 10 1 1 0 1 0 1 Fast Casual Restaurant 930 2.5 KSF 243 4 2 2 31 17 14 Specialty Retail Center 826 1.362 KSF 60 2 2 0 4 2 2 Subtotal Trips Before Reductions (Existing Uses)4,107 109 75 34 365 174 191 Internal Capture Reductions (Existing Uses)-192 -2 -1 -1 -22 -11 -11 Retail/Restaurant Pass-by Reductions (Existing Uses)-159 -7 -4 -3 -24 -12 -12 Subtotal Trips After Reductions (Existing)3,756 100 70 30 319 151 168 Proposed Phase 1 Multifamily Housing (Mid-Rise) Close to Transit 221 390 DU 1,853 125 45 80 113 73 40 Shopping Plaza (40-150k)821 70.215 KSF 4,741 121 75 46 364 178 186 Research and Development Center 760 261.43 KSF 2,784 257 211 46 245 39 206 Health/Fitness Club 492 40.825 KSF 1,022 53 27 26 141 80 61 High-Turnover (Sit-Down) Restaurant 932 20.994 KSF 2,251 201 111 90 190 116 74 Fine Dining Restaurant 931 20.994 KSF 1,760 15 8 7 164 110 54 Subtotal Trips Before Reductions (Phase 1)14,411 772 477 295 1,217 596 621 Internal Capture Reductions (Phase 1)-4,402 -234 -115 -119 -387 -196 -191 Retail/Restaurant Pass-by Reductions (Phase 1)-1,267 0 0 0 -208 -122 -86 Subtotal Trips After Reductions (Phase 1)8,742 538 362 176 622 278 344 Notes: KSF = 1,000 square feet, DU = Dwelling Units 1. Trip generation developed based on the ITE Trip Generation Manual, 11th Edition for all land uses with the exception of ITE 826 (Specialty Retail Center). 2.Trip generation rates for ITE 826 (Specialty Retail Center) were derived from the ITE Trip Generation Manual, 10th Edition. AM rates are not provided. However, since the store is not in operation during the AM peak hour, it was assumed that the existing uses generates two inbound trips for employees only. 3. ITE Trip Generation average rates used for ITE Land Use Codes 875, 861, 876, 890, 911, 918, 930, 826, 221, 821, 492, 932, and 931. 4. ITE Trip Generation fitted curve equation used for ITE Land Use Codes 760. 5. AM trip generation rates are not provided for ITE 911 (Walk-In Bank), therefore a ratio of the AM to PM rates from the ITE Trip Generation Manual, 10th Edition was applied to develop an AM rate. 6. AM peak hour directional distribution is not provided for ITE 918 (Hair Salon). Therefore, all trips were assumed to be inbound employee trips. This ITE land use is the most similar use to the existing nail salon and therefore was used to determine the existing trips. 7. AM trip generation rates are not provided for ITE 866 (Pet Supply Store). Based on the existing store hours, assumed the existing use will not generate AM peak hour trips since the store is not in operation during the AM peak hour. 8. Daily trip generate rates are not provided for ITE 492 (Health/Fitness Club). Therefore, a ratio of the PM to Daily trip rate derived from ITE 491 (Tennis Courts) was applied to develop a daily rate. 9. AM peak hour directional distribution is not provided for ITE 931 (Fine Dining Restaurant). Therefore, directional distributions for ITE 932 (High-Turnover (Sit- Down) Restaurant were used instead. 10. Internal capture based on rates in the ITE Trip Generation Handbook, 3rd Edition. Daily rates are not provided, therefore rates were developed based on an average of the AM and PM peak hour reduction rates. 11. Pass-by reductions derived from the ITE Trip Generation Manual, 11th Edition. Where pass-by reductions are not available for the ITE land use code used to develop the trip generation, the most similar ITE land use code available was used. Daily rates are not provided and therefore were developed based on an average of the AM and PM peak hour reduction rates. DXEOLQ B R X O H Y D U G F R R W K L O O R R D G S D Q R D P R Q R R D G R H J L R Q D O S W U H H W APD G R U V D O O H \ B R X O H Y D U G A P D G R U P O D ] D R R D G W R R G O D Q G A Y H Q X H G R O G H Q G D W H D U L Y H POD]D D U L Y H FLUVW SW U H H W SHFRQG S W U H H W TKLUG S W U H H W DXEOL Q B R X O H Y D U G DR X J K H U W \ R R D G H R S \ D U G R R D G INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 680 1 2 3 4 5 6 7 8 9 10 21 15 11 12 13 14 16 22 23 25 24 19 17 18 26 20 27 SW PDWU L F N W D \ N NOT TO SCALE AUGUST 2024097059607 FIGURE 7 PROJECT TRIP DISTRIBUTION - RETAIL DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS LEGEND PROJECT SITE X STUDY INTERSECTIONS X FUTURE PROJECT INTERSECTIONS DXEOLQ B R X O H Y D U G F R R W K L O O R R D G S D Q R D P R Q R R D G R H J L R Q D O S W U H H W APD G R U V D O O H \ B R X O H Y D U G A P D G R U P O D ] D R R D G W R R G O D Q G A Y H Q X H G R O G H Q G D W H D U L Y H POD]D D U L Y H FLUVW SW U H H W SHFRQG S W U H H W TKLUG S W U H H W DXEOL Q B R X O H Y D U G DR X J K H U W \ R R D G H R S \ D U G R R D G INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 680 1 2 3 4 5 6 7 8 9 10 21 15 11 12 13 14 16 22 23 25 24 19 17 18 26 20 27 SW PDWU L F N W D \ N NOT TO SCALE AUGUST 2024097059607 FIGURE 8 PROJECT TRIP DISTRIBUTION - RESIDENTIAL DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS LEGEND PROJECT SITE X STUDY INTERSECTIONS X FUTURE PROJECT INTERSECTIONS DXEOLQ B R X O H Y D U G F R R W K L O O R R D G S D Q R D P R Q R R D G R H J L R Q D O S W U H H W APD G R U V D O O H \ B R X O H Y D U G A P D G R U P O D ] D R R D G W R R G O D Q G A Y H Q X H G R O G H Q G D W H D U L Y H POD]D D U L Y H FLUVW SW U H H W SHFRQG S W U H H W TKLUG S W U H H W DXEOL Q B R X O H Y D U G DR X J K H U W \ R R D G H R S \ D U G R R D G INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 680 1 2 3 4 5 6 7 8 9 10 21 15 11 12 13 14 16 22 23 25 24 19 17 18 26 20 27 SW PDWU L F N W D \ N NOT TO SCALE AUGUST 2024097059607 FIGURE 9 PROJECT TRIP DISTRIBUTION - OFFICE DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS LEGEND PROJECT SITE X STUDY INTERSECTIONS X FUTURE PROJECT INTERSECTIONS DXEOLQ B R X O H Y D U G DXEOLQ B R X O H Y D U G F R R W K L O O R R D G S D Q R D P R Q R R D G R H J L R Q D O S W U H H W APDG R U V D O O H \ BRXOH Y D U G A P D G R U P O D ] D R R D G W R R G O D Q G A Y H Q X H G R O G H Q G D W H D U L Y H POD]D D U L Y H FLUVW S W U H H W SHFRQ G S W U H H W TKLUG S W U H H W DXEOL Q B R X O H Y D U G DR X J K H U W \ R R D G H R S \ D U G R R D G INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 680 1 2 3 4 5 6 7 8 9 10 21 15 11 12 13 14 16 22 23 25 24 19 17 18 26 20 27 SW PDWUL F N W D \ 1 FIGURE 10 PHASE 1 GENERATED PEAK HOUR TURNING MOVEMENT VOLUMES N NOT TO SCALE DXEOLQ BRXOHYDUG EB I-580 RDPSV FR R W K L O O R R D G SD Q R D P R Q R R D G GR O G H Q G D W H D U L Y H RH J L R Q D O S W U H H W VL O O D J H P D U N Z D \ DR X J K H U W \ R R D G VL O O D J H P D U N Z D \ DR Q R K X H D U L Y H APDGRU VDOOH\ BRXOHYDUG SD Q R D P R Q R R D G RH J L R Q D O S W U H H W SW D U Z D U G D U L Y H AP D G R U P O D ] D R R D G WB I-580 RDPSV SD Q R D P R Q R R D G DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG AP D G R U P O D ] D R R D G SB I-680 RDPSV APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG AP D G R U P O D ] D R R D G APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG GR O G H Q G D W H D U L Y H SW PDWULFN WD\ 4(6) 41(49) -11(-18) 54(5) 94(60) 9( 2 9 ) 4( 7 ) 9( 8 ) 10 ( 6 ) 2( 4 ) 6 27(13) 28(14) 0(-5) 9(3) 54(36) 31 ( 4 3 ) 10 ( 1 1 ) 10 ( - 2 ) 9( 4 ) 6( - 3 ) 7 47(23) 13(18) 26(26) 2(2) 7( 3 ) 8 21(10) 9(10) 13(11) 4(5) 9( 4 ) 17 ( 9 ) 9 12(10) 15(1) 8(13) 9( 5 ) 10 26(-7) 16(25) 8(2) 10(3) 10 ( 2 6 ) 1( 0 ) 15 16(45) 1(-20) 9(26) 9(-13) 6( 6 ) 9( 1 3 ) 3( 4 ) 6( 1 7 ) 14 6(2) 1(2) 16(15) 2( - 2 ) 13 5(2) 7(3) 16(15) 2( 4 ) 12 1(1) 6(6) 3(-1) 1(2) 21 ( 1 6 ) -3 ( - 6 ) 1( 5 ) 2( 4 ) 11 14(6) 0(1) 7(10) 11(17) 27 ( 1 1 ) 1( 1 ) 16 59(69) 2(4) 141(51) 7( 3 ) 4 53(56) 3(5) 3(8) 8(4) 0( - 7 ) 13 3 ( 5 4 ) 3 72(30) 31 ( 3 5 ) 22 ( 2 1 ) 61 ( 2 4 ) 2 38(15) 12 ( 1 4 ) 19 ( 2 1 ) 23 ( 9 ) 1 AUGUST 2024097059607 DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS SW PDWULFN WD\ GR O G H Q G D W H D U L Y H 12(10) 8( 1 3 ) 27 LEGEND AM(PM) PEAK HOUR VOLUMEXX(YY) X X STUDY AREA INTERSECTIONS FUTURE PROJECT INTERSECTIONS WR R G O D Q G A Y H Q X H DXEOLQ BRXOHYDUG 37(26) 15(35) 147(54) 24 ( 4 4 ) 5 AP D G R U P O D ] D R R D G POD]D DULYH 28(62) 23 ( - 1 0 ) 35 ( 8 ) 91 ( 5 4 ) 17 FLUVW SWUHHW 25(40) 11(38) 33 ( - 4 2 ) 7( 6 ) 11 ( 1 4 ) 80 ( 4 0 ) 18 SHFRQG SWUHHW 9(14) 2(3) 30 ( - 5 0 ) 2( 4 ) 10 ( 3 5 ) 11 ( 1 7 ) 19 AP D G R U P O D ] D R R D G AP D G R U P O D ] D R R D G TKLUG SWUHHW 34 ( - 6 ) 11 ( 2 6 ) 20 AP D G R U P O D ] D R R D G FLUVW SWUHHW 15(41) 32(43) 15 ( 3 5 ) 69 ( 1 2 0 ) 21 GR O G H Q G D W H D U L Y H ( N B ) FLUVW SWUHHW 4(19) 42(65) 38(77) 6(9) 16(25) 6(10) 16 ( 1 8 ) 13 ( 5 0 ) 12 ( 1 9 ) 22 FLUVW SWUHHW 20(31) 10 ( 1 9 ) 10 ( 1 6 ) 8( 1 5 ) 23 WR R G O D Q G A Y H Q X H SHFRQG SWUHHW 1(1) 10(22) 7( 2 0 ) 31 ( 7 2 ) 0( 2 ) 2( 2 ) 27 ( 6 0 ) 24 GR O G H Q G D W H D U L Y H SHFRQG SWUHHW 0(2) 9( 1 6 ) 8( 1 5 ) 25 WR R G O D Q G A Y H Q X H TKLUG SWUHHW 1(3) 0(2) 6(34) 1(2) 1(2) 6(10) 10 ( 2 5 ) 47 ( 8 6 ) 9( 1 4 ) 5( 1 7 ) 23 ( 7 3 ) 26 GR O G H Q G D W H D U L Y H GR O G H Q G D W H D U L Y H ( S B ) Local Transportation Analysis │Dublin Commons August 2024 │ Final 32 5. OPENING YEAR TRAFFIC CONDITIONS This chapter will discuss the traffic conditions under Opening Year and Opening Year Plus Phase 1 Conditions. OPENING YEAR TRANSPORTATION IMPROVEMENTS The following roadway improvements were assumed in Opening Year (2028) Conditions without Phase 1 of the project. · Construct a southbound right-turn lane at Intersection #7 (Dublin Boulevard / Amador Plaza Road) · Construct the Dublin Boulevard extension from Fallon Road to North Canyons Parkway Figure 11 presents the intersection lane geometry and traffic control in the Opening Year Conditions. OPENING YEAR TRAFFIC VOLUMES A list of pending and approved development projects to be included in this scenario was provided by the City. These pending and approved projects are expected to be developed at the time the Project is constructed and were included as part of the Opening Year Conditions. Large pending and approved projects that will likely be developed in phases were assumed to be partially constructed by Opening Year. Projects that were constructed and in operation at the time existing counts were collected were removed from the list of pending and approved projects. To achieve Opening Year traffic volumes, the pending and approved projects were assigned to the roadway network and added to the Existing traffic volumes. Figure 12 shows the locations of the pending and approved projects. Under Opening Year conditions, the existing retail and restaurant uses on the southeast side of the project site (PetSmart, Panera Bread, Chipotle, BMO Bank, and Yafa) will be relocated to the north side of the project site in Block G. Existing traffic volumes for these uses were reassigned throughout the roadway network to reflect this change. In addition, background volumes were also reassigned to Dublin Boulevard to reflect the additional volumes that would be rerouted to the roadway as a result of the Dublin Boulevard extension. OPENING YEAR INTERSECTION LEVEL OF SERVICE Opening Year volumes were evaluated at the study intersections and are presented in Figure 13. Intersection LOS results are presented in Table 11. Locations operating at LOS E or F are bolded. Analysis sheets are provided in the Appendix. As shown in the table, all City of Pleasanton intersections operate at LOS D or better. The following City of Dublin intersections operate at LOS E or F. · Dublin Boulevard / Woodland Avenue – PM Peak Hour (Dublin) · Amador Valley Boulevard / Village Parkway – AM Peak Hour (Dublin) DXEOLQ B R X O H Y D U G DXEOLQ B R X O H Y D U G F R R W K L O O R R D G S D Q R D P R Q R R D G R H J L R Q D O S W U H H W APDG R U V D O O H \ BRXOH Y D U G A P D G R U P O D ] D R R D G W R R G O D Q G A Y H Q X H G R O G H Q G D W H D U L Y H POD]D D U L Y H FLUVW S W U H H W SHFRQ G S W U H H W TKLUG S W U H H W DXEOL Q B R X O H Y D U G DR X J K H U W \ R R D G H R S \ D U G R R D G INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 680 1 2 3 4 5 6 7 8 9 10 21 15 11 12 13 14 16 22 23 25 24 19 17 18 26 20 27 SW PDWUL F N W D \ 1 2 3 8 9 FIGURE 11 OPENING YEAR CONDITION LANE GEOMETRY AND TRAFFIC CONTROL N NOT TO SCALE 4 65 16 430 DXEOLQ BRXOHYDUG EB I-580 RDPSV 22 0 255 FR R W K L O O R R D G SD Q R D P R Q R R D G GR O G H Q G D W H D U L Y H 21 0 21 0 565 190 320 RH J L R Q D O S W U H H W 215 VL O O D J H P D U N Z D \ DR X J K H U W \ R R D G VL O O D J H P D U N Z D \ 14 DR Q R K X H D U L Y H 12 13 11 APDGRU VDOOH\ BRXOHYDUG SD Q R D P R Q R R D G 28 0 28 0 60 65 RH J L R Q D O S W U H H W 35 105 105 SW D U Z D U G D U L Y H 80 45 7 13 0 13 0 200 AP D G R U P O D ] D R R D G WB I-580 RDPSV SD Q R D P R Q R R D G DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG 10 AP D G R U P O D ] D R R D G SB I-680 RDPSV APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG AP D G R U P O D ] D R R D G 15 APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG GR O G H Q G D W H D U L Y H DR O P 425 57 0 29 0 29 0 42 0 42 0 DROP DROP DROP 28 0 28 0 DR O P 260 290 260 290 220 10 5 10 5 205 11 0 11 0 13 5 13 5 13 5 215 17 0 235 10 0 DR O P 305 320 10 0 200 415 55 49 5 45 0 45 0 49 5 49 5 565 565 300 215 215 415 415 SW PDWULFN WD\ 130 285 65 14 5 20 0 DR O P 130 30 0 10 0 10 0 75 180 80 90 150 100 80 115 90 12 0 100 180 12 5 80 WR R G O D Q G A Y H Q X H DXEOLQ BRXOHYDUG 100 AUGUST 2024097059607 DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS *Opening Year Plus Project intersection lane geometry shown for future project intersections. 27 ST O P SW PDWULFN WD\ GR O G H Q G D W H D U L Y H STOP ST O P STOP 155 DROP 10 0 DR O P 17 18 23 26 25 24 22 20 21 19 ST O P AP D G R U P O D ] D R R D G POD]D DULYH ST O P TKLUG SWUHHW GR O G H Q G D W H D U L Y H STOP ST O P STOP SHFRQG SWUHHW WR R G O D Q G A Y H Q X H STOP ST O P STOP ST O P SHFRQG SWUHHW GR O G H Q G D W H D U L Y H STOP ST O P STOP FLUVW SWUHHW WR R G O D Q G A Y H Q X H STOP ST O P STOP ST O P FLUVW SWUHHWGR O G H Q G D W H D U L Y H ( S B ) ST O P STOP ST O P FLUVW SWUHHW GR O G H Q G D W H D U L Y H ( N B ) STOP ST O P ST O P SSURXWV DULYHZD\ AP D G R U P O D ] D R R D G ST O P TW L T L TKLUG SWUHHW TW L T L ST O P AP D G R U P O D ] D R R D G TW L T L SHFRQG SWUHHW TW L T L ST O P AP D G R U P O D ] D R R D G FLUVW SWUHHW SDIHZD\ DULYHZD\ ST O P 12 0 80 N NOT TO SCALE AUGUST 2024097059607 FIGURE 12 APPROVED AND PENDING PROJECT LOCATIONS DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS DXEOLQ B R X O H Y D U G DXEOLQ B R X O H Y D U G F R R W K L O O R R D G S D Q R D P R Q R R D G R H J L R Q D O S W U H H W APDG R U V D O O H \ BRXOH Y D U G A P D G R U P O D ] D R R D G W R R G O D Q G A Y H Q X H G R O G H Q G D W H D U L Y H POD]D D U L Y H FLUVW S W U H H W SHFRQ G S W U H H W TKLUG S W U H H W DXEOL Q B R X O H Y D U G DR X J K H U W \ R R D G H R S \ D U G R R D G INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 680 1 2 3 4 5 6 7 8 9 10 21 15 11 12 13 14 16 22 23 25 24 19 17 18 26 20 27 SW PDWUL F N W D \ 1 18 FIGURE 13 OPENING YEAR CONDITION PEAK HOUR TURNING MOVEMENT VOLUMES N NOT TO SCALE 23 26 25 24 22 DXEOLQ BRXOHYDUG EB I-580 RDPSV FR R W K L O O R R D G SD Q R D P R Q R R D G GR O G H Q G D W H D U L Y H RH J L R Q D O S W U H H W VL O O D J H P D U N Z D \ DR X J K H U W \ R R D G VL O O D J H P D U N Z D \ 20 21 19 DR Q R K X H D U L Y H APDGRU VDOOH\ BRXOHYDUG SD Q R D P R Q R R D G RH J L R Q D O S W U H H W SW D U Z D U G D U L Y H AP D G R U P O D ] D R R D G WB I-580 RDPSV SD Q R D P R Q R R D G DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG AP D G R U P O D ] D R R D G SB I-680 RDPSV APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG AP D G R U P O D ] D R R D G APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG GR O G H Q G D W H D U L Y H SW PDWULFN WD\ 75(131) 593(846) 21(61) 175(158) 563(1182) 49(149) 11 ( 4 5 ) 10 ( 2 2 ) 17 ( 6 7 ) 12 6 ( 1 7 0 ) 6( 2 8 ) 10 9 ( 1 4 5 ) 6 271(288) 596(834) 186(194) 66(106) 559(1119) 75(172) 83 ( 2 0 3 ) 13 0 ( 1 2 3 ) 28 ( 7 9 ) 26 8 ( 2 8 6 ) 90 ( 1 5 8 ) 70 ( 1 1 4 ) 7 128(170) 824(998) 694(386) 197(260) 561(1139) 168(257) 50 1 ( 4 6 7 ) 86 ( 1 0 5 ) 16 2 ( 2 0 3 ) 1( 9 ) 7( 2 4 ) 22 ( 8 1 ) 8 373(481) 1092(788) 315(350) 477(707) 565(1024) 83(145) 32 8 ( 3 2 0 ) 13 1 1 ( 8 6 2 ) 99 ( 1 2 2 ) 41 0 ( 4 6 8 ) 69 7 ( 1 1 6 7 ) 73 5 ( 7 6 2 ) 9 64(11) 82(64) 284(343) 40(12) 73(89) 44(97) 21 8 ( 2 9 5 ) 10 9 ( 6 2 ) 49 ( 3 4 ) 34 ( 3 0 ) 98 ( 9 2 ) 11 ( 9 ) 10 209(225) 634(487) 1(1) 75(152) 654(770) 3(4) 4( 2 ) 2( 2 ) 8( 3 ) 20 1 ( 2 8 2 ) 4( 3 ) 73 ( 1 6 9 ) 15 21(25) 608(603) 102(56) 45(47) 589(833) 60(47) 13 7 ( 6 4 ) 11 ( 3 ) 52 ( 3 3 ) 6( 2 9 ) 12 ( 1 0 ) 18 ( 5 1 ) 14 646(641) 32(46) 7(5) 645(875) 74(61) 47 ( 4 9 ) 62 ( 3 6 ) 2( 3 ) 3( 2 ) 13 126(240) 548(414) 4(7) 64(108) 668(645) 43(73) 9( 3 1 ) 5( 1 5 ) 12 ( 1 4 ) 54 ( 1 3 5 ) 10 ( 2 7 ) 68 ( 1 6 2 ) 12 392(266) 27(28) 211(318) 35(61) 31(39) 24(43) 31 6 ( 2 5 9 ) 51 7 ( 3 6 1 ) 21 ( 4 1 ) 44 1 ( 5 1 8 ) 32 5 ( 6 1 7 ) 76 ( 1 5 7 ) 11 110(111) 343(293) 106(54) 108(214) 316(484) 423(342) 10 9 ( 5 1 ) 54 9 ( 2 5 8 ) 43 9 ( 2 2 9 ) 85 ( 1 2 3 ) 63 0 ( 3 0 7 ) 74 ( 2 0 0 ) 16 74(113) 584(745) 55(115) 64(176) 703(1182) 116(169) 47 ( 1 8 4 ) 22 ( 3 5 ) 94 ( 1 9 7 ) 79 ( 1 1 2 ) 20 ( 5 7 ) 19 7 ( 3 1 9 ) 4 598(833) 206(229) 104(175) 277(288) 189(363) 202(234) 17 5 ( 2 3 8 ) 58 3 ( 4 5 9 ) 21 6 ( 1 0 9 ) 61 5 ( 9 8 6 ) 51 9 ( 9 1 4 ) 31 1 ( 3 3 9 ) 3 956(251) 691(754) 89 9 ( 9 1 1 ) 55 9 ( 6 6 9 ) 11 5 ( 5 5 7 ) 75 4 ( 1 4 8 5 ) 2 505(377) 441(602) 13 8 9 ( 7 7 8 ) 46 6 ( 3 8 4 ) 24 7 ( 6 3 4 ) 42 8 ( 1 4 4 0 ) 1 17 FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION FUTURE PROJECT INTERSECTION AUGUST 2024097059607 DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS SW PDWULFN WD\ GR O G H Q G D W H D U L Y H 145(85) 38(55) 23(41) 9(17) 65(52) 119(72) 50 ( 1 2 5 ) 12 0 ( 1 0 7 ) 55 ( 1 1 1 ) 38 ( 8 8 ) 11 1 ( 1 8 1 ) 6( 1 8 ) 27 LEGEND AM(PM) PEAK HOUR VOLUMEXX(YY) X X STUDY AREA INTERSECTIONS FUTURE PROJECT INTERSECTIONS WR R G O D Q G A Y H Q X H DXEOLQ BRXOHYDUG 35(163) 680(890) 4(5) 26(99) 765(1361) 3( 2 ) 20 ( 1 2 1 ) 5 Local Transportation Analysis │Dublin Commons August 2024 │ Final 36 Table 11 – Opening Year Intersection Level of Service Summary #Intersection1 Jurisdiction Control Opening Year (2028) AM Peak PM Peak LOS Delay (sec)LOS Delay (sec) 1 Foothill Rd / EB I-580 Ramps2 PLS/CAL Signal B 11.6 B 15.5 2 San Ramon Rd / WB I-580 Ramps2 PLS/CAL Signal B 15.8 B 13.6 3 Dublin Blvd / San Ramon Rd3 DUB Signal D 50.3 D 48.7 4 Dublin Blvd / Regional St3 DUB Signal D 54.0 D 49.5 5 Dublin Blvd / Woodland Ave3 DUB SSSC A 0.5 A 4.9 Worst Movement B 13.7 F 58.1 6 Dublin Blvd / Golden Gate Dr3 DUB Signal C 30.9 C 23.4 7 Dublin Blvd / Amador Plaza Rd3 DUB Signal D 40.8 D 39.3 8 Dublin Blvd / Village Pkwy3 DUB Signal D 49.6 D 45.0 9 Dublin Blvd / Dougherty Rd3 DUB Signal D 53.6 D 52.8 10 Amador Plaza Rd / SB I-680 Ramps3 DUB/CAL Signal B 17.6 B 16.4 11 Amador Valley Blvd / San Ramon Rd3 DUB Signal C 30.8 C 28.0 12 Amador Valley Blvd / Regional St3 DUB Signal A 9.0 B 13.6 13 Amador Valley Blvd / Starward Dr3 DUB Signal B 17.2 B 13.5 14 Amador Valley Blvd / Donohue Dr3 DUB Signal C 20.3 B 13.4 15 Amador Valley Blvd / Amador Plaza Rd3 DUB Signal B 13.1 B 16.4 16 Amador Valley Blvd / Village Pkwy3 DUB Signal E 56.9 C 28.7 17 Amador Plaza Rd / Plaza Dr3 DUB SSSC Future Project IntersectionWorst Movement 18 Amador Plaza Rd / First St3 DUB SSSC Future Project IntersectionWorst Movement 19 Amador Plaza Rd / Second St3 DUB SSSC Future Project IntersectionWorst Movement 20 Amador Plaza Rd / Third St3 DUB SSSC Future Project IntersectionWorst Movement 21 First St / Golden Gate Dr (NB)3 DUB AWSC Future Project Intersection 22 First St / Golden Gate Dr (SB)3 DUB AWSC Future Project Intersection 23 First St / Woodland Ave3 DUB AWSC Future Project Intersection 24 Second St / Golden Gate Dr3 DUB AWSC Future Project Intersection 25 Second St / Woodland Ave3 DUB AWSC Future Project Intersection 26 Third St / Golden Gate Dr3 DUB AWSC Future Project Intersection 27 Golden Gate Dr / St. Patrick Way3 DUB AWSC B 11.7 B 14.6 [DUB] – City of Dublin, [PLS] – City of Pleasanton, [CAL] – California Department of Transportation (Caltrans) Intersections operating at an LOS E or F are shown in bold. 1 Intersection LOS analyzed within Synchro using HCM 6th Edition methodology with the exception of Intersections 1, 2, 8, 9, 10, 13, which were analyzed using HCM 2000 methodology due to its intersection configuration and signal phasing. 2 City of Pleasanton Gateway intersection with LOS D threshold. 3 Per the City of Dublin General Plan, intersections within the Downtown Dublin Specific Plan area may operate at an LOS E or worse. All City of Dublin study intersections are located within the Downtown Dublin Specific Plan boundary and therefore are exempt from the LOS D standard. Note: For side-street stop-controlled intersections (SSSC), the LOS is determined by the worst movement. Local Transportation Analysis │Dublin Commons August 2024 │ Final 37 OPENING YEAR PLUS PHASE 1 TRANSPORTATION IMPROVEMENTS Under Opening Year Plus Project conditions, the following roadways are constructed within the project site. Intersection lane geometry and traffic control for all external study intersections remain unchanged from Opening Year baseline conditions. · Woodland Avenue is constructed in the north/south direction between Third Street and Dublin Boulevard · First Street, Second Street, and Third Street is constructed in the east/west direction between Woodland Avenue and Amador Plaza Road · Plaza Drive is constructed between First Street and Amador Plaza Road Figure 11 presents the intersection lane geometry and traffic control in the Opening Year Plus Project Conditions for the additional project driveways. OPENING YEAR PLUS PHASE 1 INTERSECTION LEVEL OF SERVICE In addition to adding Phase 1 project trips to Opening Year baseline volumes, existing trips from the land uses that will be demolished were also removed from the baseline volumes. Opening Year Plus Phase 1 traffic conditions were evaluated at the study intersections and are presented in Figure 14. Intersection LOS results are presented in Table 12. Locations operating at LOS E or F are bolded. Analysis sheets are provided in the Appendix. As shown in the table, all City of Pleasanton intersections operate at LOS D or better. The following City of Dublin intersections operate at LOS E or F. · Dublin Boulevard / Woodland Avenue – PM Peak Hour (Dublin) · Amador Valley Boulevard / Village Parkway – AM Peak Hour (Dublin) · Amador Plaza Road / First Street – PM Peak Hour (Dublin) It should be noted that the intersection of Dublin Boulevard / Woodland Avenue and the intersection of Amador Plaza Road / First Street do not meet the peak hour signal warrants. The intersection of Amador Valley Boulevard / Village Parkway is already signalized. DXEOLQ B R X O H Y D U G DXEOLQ B R X O H Y D U G F R R W K L O O R R D G S D Q R D P R Q R R D G R H J L R Q D O S W U H H W APDG R U V D O O H \ BRXOH Y D U G A P D G R U P O D ] D R R D G W R R G O D Q G A Y H Q X H G R O G H Q G D W H D U L Y H POD]D D U L Y H FLUVW S W U H H W SHFRQ G S W U H H W TKLUG S W U H H W DXEOL Q B R X O H Y D U G DR X J K H U W \ R R D G H R S \ D U G R R D G INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 680 1 2 3 4 5 6 7 8 9 10 21 15 11 12 13 14 16 22 23 25 24 19 17 18 26 20 27 SW PDWUL F N W D \ 1 FIGURE 14 OPENING YEAR PLUS PHASE 1 CONDITION PEAK HOUR TURNING MOVEMENT VOLUMES N NOT TO SCALE DXEOLQ BRXOHYDUG EB I-580 RDPSV FR R W K L O O R R D G SD Q R D P R Q R R D G GR O G H Q G D W H D U L Y H RH J L R Q D O S W U H H W VL O O D J H P D U N Z D \ DR X J K H U W \ R R D G VL O O D J H P D U N Z D \ DR Q R K X H D U L Y H APDGRU VDOOH\ BRXOHYDUG SD Q R D P R Q R R D G RH J L R Q D O S W U H H W SW D U Z D U G D U L Y H AP D G R U P O D ] D R R D G WB I-580 RDPSV SD Q R D P R Q R R D G DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG AP D G R U P O D ] D R R D G SB I-680 RDPSV APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG AP D G R U P O D ] D R R D G APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG GR O G H Q G D W H D U L Y H SW PDWULFN WD\ 79(137) 634(895) 10(43) 175(158) 617(1187) 143(209) 20 ( 7 4 ) 14 ( 2 9 ) 26 ( 7 5 ) 12 6 ( 1 7 0 ) 16 ( 3 4 ) 11 1 ( 1 4 9 ) 6 271(288) 623(847) 214(208) 66(101) 568(1122) 129(208) 11 4 ( 2 4 6 ) 14 0 ( 1 3 4 ) 38 ( 7 7 ) 26 8 ( 2 8 6 ) 99 ( 1 6 2 ) 76 ( 1 1 1 ) 7 128(170) 871(1021) 694(386) 210(278) 587(1165) 170(259) 50 1 ( 4 6 7 ) 86 ( 1 0 5 ) 16 9 ( 2 0 6 ) 1( 9 ) 7( 2 4 ) 22 ( 8 1 ) 8 373(481) 1113(798) 315(350) 486(717) 578(1035) 87(150) 32 8 ( 3 2 0 ) 13 1 1 ( 8 6 2 ) 10 8 ( 1 2 6 ) 41 0 ( 4 6 8 ) 69 7 ( 1 1 6 7 ) 75 2 ( 7 7 1 ) 9 64(11) 94(74) 299(344) 40(12) 81(102) 44(97) 22 7 ( 3 0 0 ) 10 9 ( 6 2 ) 49 ( 3 4 ) 34 ( 3 0 ) 98 ( 9 2 ) 11 ( 9 ) 10 235(218) 650(512) 1(1) 83(154) 664(773) 3(4) 4( 2 ) 2( 2 ) 8( 3 ) 21 1 ( 3 0 8 ) 4( 3 ) 74 ( 1 6 9 ) 15 37(70) 609(583) 102(56) 54(73) 598(820) 60(47) 13 7 ( 6 4 ) 17 ( 9 ) 52 ( 3 3 ) 15 ( 4 2 ) 15 ( 1 4 ) 24 ( 6 8 ) 14 652(643) 33(48) 7(5) 661(890) 74(61) 49 ( 4 7 ) 62 ( 3 6 ) 2( 3 ) 3( 2 ) 13 126(240) 553(416) 4(7) 71(111) 684(660) 43(73) 9( 3 1 ) 5( 1 5 ) 12 ( 1 4 ) 54 ( 1 3 5 ) 10 ( 2 7 ) 70 ( 1 6 6 ) 12 392(266) 28(29) 217(324) 38(60) 32(41) 24(43) 33 7 ( 2 7 5 ) 51 4 ( 3 5 5 ) 21 ( 4 1 ) 44 1 ( 5 1 8 ) 32 6 ( 6 2 2 ) 78 ( 1 6 1 ) 11 110(111) 357(299) 106(54) 108(215) 323(494) 434(359) 10 9 ( 5 1 ) 54 9 ( 2 5 8 ) 46 6 ( 2 4 0 ) 85 ( 1 2 3 ) 63 0 ( 3 0 7 ) 75 ( 2 0 1 ) 16 74(113) 643(814) 57(119) 64(176) 844(1233) 116(169) 54 ( 1 8 7 ) 22 ( 3 5 ) 94 ( 1 9 7 ) 79 ( 1 1 2 ) 20 ( 5 7 ) 19 7 ( 3 1 9 ) 4 651(889) 209(234) 107(183) 277(288) 197(367) 202(234) 17 5 ( 2 3 1 ) 58 3 ( 4 5 9 ) 21 6 ( 1 0 9 ) 74 8 ( 1 0 4 0 ) 51 9 ( 9 1 4 ) 31 1 ( 3 3 9 ) 3 956(251) 763(784) 93 0 ( 9 4 6 ) 58 1 ( 6 9 0 ) 11 5 ( 5 5 7 ) 81 5 ( 1 5 0 9 ) 2 505(377) 479(617) 14 0 1 ( 7 9 2 ) 48 5 ( 4 0 5 ) 24 7 ( 6 3 4 ) 45 1 ( 1 4 4 9 ) 1 AUGUST 2024097059607 DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS SW PDWULFN WD\ GR O G H Q G D W H D U L Y H 145(85) 38(55) 35(51) 9(17) 65(52) 119(72) 58 ( 1 3 8 ) 12 0 ( 1 0 7 ) 55 ( 1 1 1 ) 38 ( 8 8 ) 11 1 ( 1 8 1 ) 6( 1 8 ) 27 LEGEND AM(PM) PEAK HOUR VOLUMEXX(YY) X X STUDY AREA INTERSECTIONS FUTURE PROJECT INTERSECTIONS WR R G O D Q G A Y H Q X H DXEOLQ BRXOHYDUG 35(163) 717(916) 19(40) 26(99) 912(1415) 27 ( 4 6 ) 20 ( 1 2 1 ) 5 AP D G R U P O D ] D R R D G POD]D DULYH 28(62) 26 4 ( 3 9 5 ) 35 ( 8 ) 44 2 ( 5 7 8 ) 17 FLUVW SWUHHW 60(138) 37(83) 11(38) 48 ( 9 3 ) 26 2 ( 3 2 0 ) 14 ( 1 6 ) 75 ( 1 8 0 ) 28 7 ( 3 5 8 ) 80 ( 4 0 ) 18 SHFRQG SWUHHW 3(25) 2(18) 9(14) 2(3) 1( 2 5 ) 28 4 ( 3 2 7 ) 2( 4 ) 4( 1 9 ) 32 2 ( 5 1 1 ) 11 ( 1 7 ) 19 AP D G R U P O D ] D R R D G AP D G R U P O D ] D R R D G TKLUG SWUHHW 10(43) 2(26) 7(25) 2(8) 12 ( 3 5 ) 28 9 ( 2 6 7 ) 2( 6 ) 14 ( 6 7 ) 28 0 ( 4 3 6 ) 8( 2 1 ) 20 AP D G R U P O D ] D R R D G FLUVW SWUHHW 15(41) 32(43) 15 ( 3 5 ) 69 ( 1 2 0 ) 21 GR O G H Q G D W H D U L Y H ( N B ) FLUVW SWUHHW 4(19) 42(65) 38(77) 6(9) 16(25) 6(10) 16 ( 1 8 ) 13 ( 5 0 ) 12 ( 1 9 ) 22 FLUVW SWUHHW 20(31) 10 ( 1 9 ) 10 ( 1 6 ) 8( 1 5 ) 23 WR R G O D Q G A Y H Q X H SHFRQG SWUHHW 1(1) 10(22) 7( 2 0 ) 31 ( 7 2 ) 0( 2 ) 2( 2 ) 27 ( 6 0 ) 24 GR O G H Q G D W H D U L Y H SHFRQG SWUHHW 0(2) 9( 1 6 ) 8( 1 5 ) 25 WR R G O D Q G A Y H Q X H TKLUG SWUHHW 1(3) 0(2) 6(34) 1(2) 1(2) 6(10) 10 ( 2 5 ) 47 ( 8 6 ) 9( 1 4 ) 5( 1 7 ) 23 ( 7 3 ) 26 GR O G H Q G D W H D U L Y H GR O G H Q G D W H D U L Y H ( S B ) Local Transportation Analysis │Dublin Commons August 2024 │ Final 39 Table 12 – Opening Year Plus Project Intersection Level of Service Summary #Intersection1 Jurisdiction Control Opening Year (2028)Opening Year (2028) + Phase 1 AM Peak PM Peak AM Peak PM Peak LOS Delay (sec)LOS Delay (sec)LOS Delay (sec)Var LOS Delay (sec)Var 1 Foothill Rd / EB I-580 Ramps2 PLS/CAL Signal B 11.6 B 15.5 B 11.8 0.2 B 16.4 0.9 2 San Ramon Rd / WB I-580 Ramps2 PLS/CAL Signal B 15.8 B 13.6 B 16.2 0.4 B 13.8 0.2 3 Dublin Blvd / San Ramon Rd3 DUB Signal D 50.3 D 48.7 D 51.0 0.7 D 53.3 4.6 4 Dublin Blvd / Regional St3 DUB Signal D 54.0 D 49.5 D 53.2 -0.8 D 49.7 0.2 5 Dublin Blvd / Woodland Ave3 DUB SSSC A 0.5 A 4.9 A 0.7 0.2 A 5.5 0.6 Worst Movement B 13.7 F 58.1 C 15.7 2.0 F 68.3 10.2 6 Dublin Blvd / Golden Gate Dr3 DUB Signal C 30.9 C 23.4 C 33.4 2.5 C 27.1 3.7 7 Dublin Blvd / Amador Plaza Rd3 DUB Signal D 40.8 D 39.3 D 41.2 0.4 D 40.2 0.9 8 Dublin Blvd / Village Pkwy3 DUB Signal D 49.6 D 45.0 D 49.4 -0.2 D 45.7 0.7 9 Dublin Blvd / Dougherty Rd3 DUB Signal D 53.6 D 52.8 D 54.6 1.0 D 53.3 0.5 10 Amador Plaza Rd / SB I-680 Ramps3 DUB /CAL Signal B 17.6 B 16.4 B 17.9 0.3 B 16.4 0.0 11 Amador Valley Blvd / San Ramon Rd3 DUB Signal C 30.8 C 28.0 C 31.5 0.7 C 28.2 0.2 12 Amador Valley Blvd / Regional St3 DUB Signal A 9.0 B 13.6 A 9.1 0.1 B 13.8 0.2 13 Amador Valley Blvd / Starward Dr3 DUB Signal B 17.2 B 13.5 B 18.4 1.2 B 15.2 1.7 14 Amador Valley Blvd / Donohue Dr / Golden Gate Drive3 DUB Signal C 20.3 B 13.4 C 21.4 1.1 B 14.6 1.2 15 Amador Valley Blvd / Amador Plaza Rd3 DUB Signal B 13.1 B 16.4 B 14.0 0.9 B 16.4 0.0 16 Amador Valley Blvd / Village Pkwy3 DUB Signal E 56.9 C 28.7 E 58.6 1.7 C 29.1 0.4 17 Amador Plaza Rd / Plaza Dr3 DUB SSSC Future Project Intersection A 0.4 0.4 A 0.7 0.7 Worst Movement B 10.3 10.3 B 11.8 11.8 18 Amador Plaza Rd / First St3 DUB SSSC Future Project Intersection A 2.7 2.7 A 5.0 5.0 Worst Movement B 13.6 13.6 D 27.3 27.3 19 Amador Plaza Rd / Second St3 DUB SSSC Future Project Intersection A 0.5 0.5 A 1.5 1.5 Worst Movement B 14.4 14.4 C 20.2 20.2 20 Amador Plaza Rd / Third St3 DUB SSSC Future Project Intersection A 0.7 0.7 A 2.5 2.5 Worst Movement C 16.0 16.0 C 20.5 20.5 21 First St / Golden Gate Dr (NB)3 DUB AWSC Future Project Intersection A 7.5 7.5 A 8.0 8.0 22 First St / Golden Gate Dr (SB)3 DUB AWSC Future Project Intersection A 7.2 7.2 A 7.8 7.8 23 First St / Woodland Ave3 DUB AWSC Future Project Intersection A 7.0 7.0 A 7.1 7.1 24 Second St / Golden Gate Dr3 DUB AWSC Future Project Intersection A 7.1 7.1 A 7.4 7.4 25 Second St / Woodland Ave3 DUB AWSC Future Project Intersection A 7.0 7.0 A 7.0 7.0 26 Third St / Golden Gate Dr3 DUB AWSC Future Project Intersection A 7.2 7.2 A 7.7 7.7 27 Golden Gate Dr / St Patrick Way3 DUB AWSC B 11.7 B 14.6 B 11.9 0.2 C 15.3 0.7 [DUB] - City of Dublin, [PLS] - City of Pleasanton, [CAL] – California Department of Transportation (Caltrans) Intersections operating at an LOS E or F are shown in bold. 1 Intersection LOS analyzed within Synchro using HCM 6th Edition methodology with the exception of Intersections 1, 2, 8, 9, 10, 13, which were analyzed using HCM 2000 methodology due to its intersection configuration and signal phasing. 2 City of Pleasanton Gateway intersection with LOS D threshold. 3 Per the City of Dublin General Plan, intersections within the Downtown Dublin Specific Plan area may operate at an LOS E or worse as long as the safety for pedestrians and bicyclists is maintained and impacts to transit travel speeds are minimized. All City of Dublin study intersections are located within the Downtown Dublin Specific Plan boundary and therefore are exempt from the LOS D standard. Note: For side-street stop-controlled intersections (SSSC), the LOS is determined by the worst movement. Local Transportation Analysis │Dublin Commons August 2024 │ Final 40 6. CUMULATIVE PLUS PROJECT TRAFFIC CONDITIONS This chapter will discuss the traffic conditions under the Cumulative (2040) Plus Project Conditions. CUMULATIVE TRAFFIC VOLUME The City’s travel demand model for base and horizon years were utilized to determine the Cumulative Plus Project volumes. Adjustments to the horizon year (2040) travel demand model were made to the TAZs that make up the Project site. Land use assumptions were adjusted to reflect full buildout of the Project. In addition, TAZs outside of the project site were adjusted to reflect the maximum development allowed within the Downtown Dublin Specific Plan. TAZ connectors within the Project site were coded to represent the internal driveway network as shown in the site plan in Figure 1. Turning movement volumes were adjusted to restrict left turns and right turns at intersections where these movements are not allowed. Turning movement volumes for the model base year (2020) and horizon year (2040) were then extracted and compared to determine an annual incremental growth in traffic volumes at the study intersection movements. Year 2040 turning movement volumes were calculated by adding the incremental growth to the existing traffic volumes to calculate the final adjusted turning movement volume. To determine whether the project trips generated by the model were within reason, full buildout project trips were determined utilizing the ITE Trip Generation Manual and compared with the travel demand model generated project trips. Off-model adjustments were made to the inbound and outbound volumes at the project site to reflect the trips determined from the ITE Trip Generation Manual and to ensure consistency with the Opening Year Plus Phase 1 traffic volumes. CUMULATIVE PLUS PROJECT INTERSECTION LEVEL OF SERVICE Cumulative Plus Project volumes were evaluated at the study intersections and are presented in Figure 15. There are no new roadway and geometry improvements assumed at the study intersections under Cumulative Plus Project conditions. Therefore, Opening Year Plus Phase 1 lane geometry was assumed in Cumulative Plus Project Conditions as shown in Figure 11. Intersection LOS results are presented in Table 13. Locations operating at LOS E or F are bolded. Analysis sheets are provided in the Appendix. As shown in the table, all City of Pleasanton intersections operate at LOS D or better. The following City of Dublin intersections operate at LOS E or F. · Dublin Boulevard / Regional Street – PM Peak Hour (Dublin) · Dublin Boulevard / Woodland Avenue – PM Peak Hour (Dublin) · Dublin Boulevard / Golden Gate Drive – AM Peak Hour (Dublin) · Dublin Boulevard / Amador Plaza Road – PM Peak Hour (Dublin) · Dublin Boulevard / Village Parkway – AM and PM Peak Hours (Dublin) · Dublin Boulevard / Dougherty Road - AM and PM Peak Hours (Dublin) · Amador Valley Boulevard / Village Parkway – AM Peak Hour (Dublin) · Amador Plaza Road / First Street – PM Peak Hour (Dublin) · Golden Gate Drive / St. Patrick Way – AM and PM Peak Hours (Dublin) It should be noted that the intersection of Dublin Boulevard / Woodland Avenue and the intersection of Golden Gate Drive / St. Patrick Way do meet the peak hour signal warrants in the Cumulative Plus Project scenario while the intersection of Amador Plaza Road / First Street does not meet the peak hour signal warrant. The intersection of Dublin Boulevard / Woodland Avenue is not recommended for signalization as part of the project, but is recommended to be completed as part of the larger planning for the Downtown Local Transportation Analysis │Dublin Commons August 2024 │ Final 41 Dublin. This intersection meets the signal warrant based on the volumes for eastbound Dublin Boulevard and the northbound approach, which are not directly related to the Dublin Commons project. Since left turns out of the side street driveways are restricted, a traffic signal is not needed, even though the northbound delay is high. For the intersection of Golden Gate Drive / St. Patrick Way, the project applicant should work with the City to determine the fair share contributions towards the proposed signal. Table 13 – Cumulative Plus Project Intersection Level of Service Summary #Intersection1 Jurisdiction Control Cumulative (2040) + Project AM Peak PM Peak LOS Delay (sec)LOS Delay (sec) 1 Foothill Rd / EB I-580 Ramps2 PLS/CAL Signal B 12.3 D 35.2 2 San Ramon Rd / WB I-580 Ramps2 PLS/CAL Signal B 18.1 C 30.3 3 Dublin Blvd / San Ramon Rd3 DUB Signal D 51.8 D 53.8 4 Dublin Blvd / Regional St3 DUB Signal D 52.9 E 61.4 5 Dublin Blvd /Woodland Ave3 DUB SSSC A 0.9 C 19.6 Worst Movement C 16.2 F 200.8 6 Dublin Blvd / Golden Gate Dr3 DUB Signal F 129.7 D 41.5 7 Dublin Blvd / Amador Plaza Rd3 DUB Signal D 44.1 F 83.2 8 Dublin Blvd / Village Pkwy3 DUB Signal F 90.5 E 57.6 9 Dublin Blvd / Dougherty Rd3 DUB Signal F 94.1 F 88.1 10 Amador Plaza Rd / SB I-680 Ramps3 DUB/CAL Signal B 19.9 C 22.0 11 Amador Valley Blvd / San Ramon Rd3 DUB Signal C 32.8 D 37.2 12 Amador Valley Blvd / Regional St3 DUB Signal A 9.2 B 14.9 13 Amador Valley Blvd / Starward Dr3 DUB Signal C 22.3 C 20.8 14 Amador Valley Blvd / Donohue Dr3 DUB Signal C 34.4 B 18.3 15 Amador Valley Blvd / Amador Plaza Rd3 DUB Signal B 16.3 C 32.0 16 Amador Valley Blvd / Village Pkwy3 DUB Signal E 78.7 D 39.7 17 Amador Plaza Rd / Plaza Dr3 DUB SSSC A 0.5 A 0.7 Worst Movement B 10.8 B 12.7 18 Amador Plaza Rd / First St3 DUB SSSC A 2.1 A 8.5 Worst Movement C 18.3 F 88.5 19 Amador Plaza Rd / Second St3 DUB SSSC A 2.0 A 3.7 Worst Movement C 20.9 D 29.4 20 Amador Plaza Rd / Third St3 DUB SSSC A 1.3 A 3.4 Worst Movement C 18.7 C 23.4 21 First St / Golden Gate Dr (NB)3 DUB AWSC A 8.0 A 8.7 22 First St /Golden Gate Dr (SB)3 DUB AWSC A 7.7 A 8.5 23 First St /Woodland Ave3 DUB AWSC A 7.4 A 7.2 24 Second St / Golden Gate Dr3 DUB AWSC A 7.3 A 7.5 25 Second St / Woodland Ave3 DUB AWSC A 6.8 A 7.0 26 Third St / Golden Gate Dr3 DUB AWSC A 7.3 A 7.8 27 Golden Gate Dr / St. Patrick Way3 DUB AWSC F 115.2 E 46.0 [DUB] - City of Dublin, [PLS] - City of Pleasanton, [CAL] – California Department of Transportation (Caltrans) Intersections operating at an LOS E or F are shown in bold. 1 Intersection LOS analyzed within Synchro using HCM 6th Edition methodology with the exception of Intersections 1, 2, 8, 9, 10, 13, which were analyzed using HCM 2000 methodology due to its intersection configuration and signal phasing. 2 City of Pleasanton Gateway intersection with LOS D threshold. 3 Per the City of Dublin General Plan, intersections within the Downtown Dublin Specific Plan area may operate at an LOS E or worse. All City of Dublin study intersections are located within the Downtown Dublin Specific Plan boundary and therefore are exempt from the LOS D standard. Note: For side-street stop-controlled intersections (SSSC), the LOS is determined by the worst movement. DXEOLQ B R X O H Y D U G DXEOLQ B R X O H Y D U G F R R W K L O O R R D G S D Q R D P R Q R R D G R H J L R Q D O S W U H H W APDG R U V D O O H \ BRXOH Y D U G A P D G R U P O D ] D R R D G W R R G O D Q G A Y H Q X H G R O G H Q G D W H D U L Y H POD]D D U L Y H FLUVW S W U H H W SHFRQ G S W U H H W TKLUG S W U H H W DXEOL Q B R X O H Y D U G DR X J K H U W \ R R D G H R S \ D U G R R D G INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 580 INTERSTATEINTERSTATE 680 1 2 3 4 5 6 7 8 9 10 21 15 11 12 13 14 16 22 23 25 24 19 17 18 26 20 27 SW PDWUL F N W D \ 1 FIGURE 15 CUMULATIVE PLUS PROJECT CONDITION PEAK HOUR TURNING MOVEMENT VOLUMES N NOT TO SCALE DXEOLQ BRXOHYDUG EB I-580 RDPSV FR R W K L O O R R D G SD Q R D P R Q R R D G GR O G H Q G D W H D U L Y H RH J L R Q D O S W U H H W VL O O D J H P D U N Z D \ DR X J K H U W \ R R D G VL O O D J H P D U N Z D \ DR Q R K X H D U L Y H APDGRU VDOOH\ BRXOHYDUG SD Q R D P R Q R R D G RH J L R Q D O S W U H H W SW D U Z D U G D U L Y H AP D G R U P O D ] D R R D G WB I-580 RDPSV SD Q R D P R Q R R D G DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG DXEOLQ BRXOHYDUG AP D G R U P O D ] D R R D G SB I-680 RDPSV APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG AP D G R U P O D ] D R R D G APDGRU VDOOH\ BRXOHYDUG APDGRU VDOOH\ BRXOHYDUG GR O G H Q G D W H D U L Y H SW PDWULFN WD\ 404(183) 667(880) 31(48) 270(158) 617(1213) 211(268) 83 ( 1 0 5 ) 20 ( 2 9 ) 36 ( 7 8 ) 16 1 ( 2 0 7 ) 21 ( 3 8 ) 11 5 ( 2 7 1 ) 6 378(449) 875(847) 328(323) 74(106) 641(1207) 146(212) 14 1 ( 2 9 7 ) 14 0 ( 1 5 6 ) 54 ( 7 7 ) 32 5 ( 4 9 1 ) 10 2 ( 1 6 2 ) 79 ( 1 2 2 ) 7 344(211) 1231(1097) 860(602) 210(278) 669(1417) 170(422) 69 4 ( 5 6 7 ) 86 ( 1 0 5 ) 28 2 ( 3 7 0 ) 1( 9 ) 7( 2 4 ) 22 ( 8 2 ) 8 560(882) 1533(936) 257(350) 734(735) 604(1315) 87(219) 25 2 ( 3 2 0 ) 13 9 8 ( 8 6 2 ) 11 7 ( 1 2 6 ) 52 8 ( 5 9 5 ) 64 3 ( 1 1 6 7 ) 10 5 9 ( 9 7 5 ) 9 64(11) 94(86) 325(362) 40(12) 176(167) 44(181) 29 1 ( 3 8 6 ) 11 7 ( 9 8 ) 49 ( 3 4 ) 39 ( 7 5 ) 11 6 ( 1 3 3 ) 11 ( 9 ) 10 270(218) 674(649) 1(1) 83(170) 734(993) 3(4) 6( 2 ) 2( 5 ) 8( 3 ) 23 1 ( 3 0 8 ) 6( 6 ) 93 ( 2 6 6 ) 15 43(81) 651(710) 136(149) 62(88) 624(980) 60(54) 23 6 ( 1 1 1 ) 26 ( 1 6 ) 52 ( 3 3 ) 18 ( 4 6 ) 16 ( 1 6 ) 24 ( 7 6 ) 14 681(759) 46(60) 7(5) 688(1055) 82(66) 56 ( 6 4 ) 63 ( 4 1 ) 2( 3 ) 3( 2 ) 13 126(244) 574(512) 4(7) 71(111) 706(859) 43(73) 9( 3 1 ) 5( 1 5 ) 12 ( 1 4 ) 54 ( 1 3 5 ) 10 ( 2 7 ) 70 ( 1 6 6 ) 12 402(366) 45(32) 217(324) 45(97) 35(63) 26(49) 33 7 ( 2 7 5 ) 53 8 ( 7 0 5 ) 31 ( 4 7 ) 45 6 ( 7 2 0 ) 50 9 ( 1 2 0 2 ) 11 0 ( 1 8 7 ) 11 132(166) 357(323) 108(63) 179(276) 334(668) 448(359) 11 1 ( 5 8 ) 72 6 ( 4 2 4 ) 46 6 ( 2 4 0 ) 85 ( 1 8 7 ) 71 5 ( 5 7 4 ) 15 8 ( 2 5 8 ) 16 79(113) 680(842) 57(119) 64(250) 922(1420) 116(169) 54 ( 1 8 7 ) 22 ( 3 7 ) 94 ( 1 9 7 ) 79 ( 1 1 2 ) 27 ( 9 6 ) 19 7 ( 3 1 9 ) 4 665(889) 223(266) 135(347) 317(301) 206(368) 209(328) 21 9 ( 2 5 0 ) 59 5 ( 9 3 0 ) 21 9 ( 1 1 5 ) 74 8 ( 1 1 5 5 ) 71 1 ( 1 4 7 8 ) 31 1 ( 3 3 9 ) 3 990(306) 763(886) 99 6 ( 1 2 3 2 ) 58 1 ( 8 8 8 ) 15 4 ( 7 2 4 ) 10 0 7 ( 2 0 8 6 ) 2 505(500) 492(797) 14 6 3 ( 1 1 3 3 ) 52 3 ( 4 0 5 ) 24 7 ( 6 7 1 ) 66 9 ( 2 0 1 3 ) 1 AUGUST 2024097059607 DUBLIN COMMONS - LOCAL TRANSPORTATION ANALYSIS SW PDWULFN WD\ GR O G H Q G D W H D U L Y H 145(85) 51(72) 39(71) 19(31) 115(138) 127(82) 18 2 ( 1 6 6 ) 41 7 ( 1 6 1 ) 66 ( 1 1 1 ) 38 ( 1 4 8 ) 13 0 ( 3 3 6 ) 12 ( 3 8 ) 27 LEGEND AM(PM) PEAK HOUR VOLUMEXX(YY) X X STUDY AREA INTERSECTIONS FUTURE PROJECT INTERSECTIONS WR R G O D Q G A Y H Q X H DXEOLQ BRXOHYDUG 47(257) 749(927) 22(45) 27(107) 917(1531) 49 ( 7 9 ) 22 ( 1 6 3 ) 5 AP D G R U P O D ] D R R D G POD]D DULYH 48(70) 28 7 ( 4 6 0 ) 41 ( 1 1 ) 57 6 ( 6 9 7 ) 17 FLUVW SWUHHW 60(138) 24(29) 14(57) 48 ( 9 3 ) 30 4 ( 4 4 2 ) 19 ( 1 6 ) 75 ( 1 8 0 ) 46 4 ( 4 9 7 ) 37 ( 2 0 ) 18 SHFRQG SWUHHW 3(25) 2(18) 40(83) 11(32) 1( 2 5 ) 28 4 ( 3 7 7 ) 36 ( 1 0 ) 4( 1 9 ) 36 7 ( 5 2 2 ) 10 2 ( 6 0 ) 19 AP D G R U P O D ] D R R D G AP D G R U P O D ] D R R D G TKLUG SWUHHW 10(43) 2(26) 14(47) 10(32) 12 ( 3 5 ) 30 0 ( 2 6 7 ) 23 ( 1 0 ) 14 ( 6 7 ) 31 4 ( 4 8 5 ) 29 ( 2 4 ) 20 AP D G R U P O D ] D R R D G FLUVW SWUHHW 26(64) 55(57) 15 ( 3 5 ) 12 0 ( 1 8 4 ) 21 GR O G H Q G D W H D U L Y H ( N B ) FLUVW SWUHHW 4(19) 97(119) 45(112) 51(19) 30(27) 18(12) 25 ( 3 0 ) 17 ( 5 0 ) 15 ( 2 5 ) 22 FLUVW SWUHHW 45(49) 29(21) 24 ( 5 ) 35 ( 2 4 ) 32 ( 2 2 ) 13 ( 1 5 ) 23 WR R G O D Q G A Y H Q X H SHFRQG SWUHHW 3(3) 2(2) 10(23) 12(3) 4(1) 7( 2 2 ) 42 ( 7 7 ) 1( 3 ) 2( 3 ) 45 ( 7 9 ) 24 GR O G H Q G D W H D U L Y H SHFRQG SWUHHW 3(4) 10 ( 1 9 ) 16 ( 3 ) 8( 1 5 ) 25 WR R G O D Q G A Y H Q X H TKLUG SWUHHW 1(3) 0(2) 8(34) 1(2) 1(2) 8(10) 10 ( 2 5 ) 57 ( 1 0 3 ) 10 ( 1 7 ) 8( 1 8 ) 42 ( 8 2 ) 26 GR O G H Q G D W H D U L Y H GR O G H Q G D W H D U L Y H ( S B ) Local Transportation Analysis │Dublin Commons August 2024 │ Final 43 7. ALAMEDA COUNTY TRANSPORTATION COMMISSION LAND USE ANALYSIS PROGRAM This chapter presents the results of the Alameda CTC Land Use analysis under Year 2020 and Year 2040 Conditions, with and without the Project, in the PM peak hour. YEAR 2020 NO PROJECT CONDITIONS The Alameda CTC Land Use analysis was performed to comply with its congestion management plan (CMP) Land Use Analysis Program. In the CMP, development projects generating more than 100 PM net new peak hour trips are analyzed to determine its impact on Metropolitan Transportation System (MTS) roadways. Since the ACTC Land Use Analysis Program’s 100-trip criteria is in the PM peak hour and the project generates greater project trips in the PM peak hour than the AM peak hour, the analysis was evaluated in the PM peak hour only. The Almeda CTC travel demand model for Year 2020 and Year 2040 was used to determine 2020 and 2040 traffic volumes in the PM peak hour along the MTS roadways of I-580, I-680, Dublin Boulevard, and San Ramon Road. Traffic volumes and the number of lanes in each direction were used to determine the segment v/c ratio. It is assumed that the capacity of the freeway segment is 2,000 vehicles per hour per lane (vphpl) and the capacity of the roadway segment is 800 vphpl. Analysis sheets are provided in the Appendix. Based on the analysis, the following MTS roadway segments operate at an unacceptable LOS F in Year 2020 Conditions during the PM peak hour: Year 2020 Conditions · Eastbound I-580: between Eden Canyon Road and Foothill Road · Northbound San Ramon Road: between I-580 EB Ramps and I-580 WB Ramps · Northbound San Ramon Road: between I-580 WB Ramps and Dublin Boulevard In the PM peak period, EB I-580 is congested upstream of Tassajara Road from Tassajara Road to beyond the beginning of the study limits of Eden Canyon Road. Therefore, the volume throughput along EB I-580 at each study segment may not be representative of the demand upstream of the study corridor and actual demand volumes may result in congestion of the study segments. YEAR 2020 AND YEAR 2040 PLUS PHASE 1 CONDITIONS Project trips during the PM peak hour were added to the roadway segments under Year 2020 Conditions to determine the v/c ratio under Phase 1 Conditions. Under Year 2040 Plus Project Conditions, volumes were used as is from the 2040 ACTC travel demand model since this scenario assumes the project site is built out. Based on the analysis, the following roadway segments operate at an unacceptable LOS F in Plus Project Conditions: Year 2020 Plus Phase 1 Conditions · Eastbound I-580: between Eden Canyon Road and Foothill Road o Phase 1 trips generated to the roadway network would result in an increase in v/c of less than 0.02 –Not a Deficiency · Northbound San Ramon Road: between I-580 EB Ramps and I-580 WB Ramps Local Transportation Analysis │Dublin Commons August 2024 │ Final 44 o Phase 1 trips generated to the roadway network would result in an increase in v/c of less than 0.02 –Not a Deficiency · Northbound San Ramon Road: between I-580 WB Ramps and Dublin Boulevard o Phase 1 trips generated to the roadway network would result in an increase in v/c of greater than 0.02 –Project Deficiency Year 2040 Plus Project Buildout Conditions · Eastbound I-580: between Eden Canyon Road and Foothill Road · Northbound San Ramon Road: between I-580 WB Ramps and Dublin Boulevard It should be noted that northbound San Ramon Road between I-580 EB Ramps and I-580 WB Ramps is no longer operating at an LOS F in Year 2040 due to the increase in number of lanes from two lanes to four lanes from Year 2020 to Year 2040. Similar to intersection LOS, a Cumulative Plus Project conditions analysis was conducted only for the ACTC roadway analysis. It is assumed that the ACTC travel demand model assumes full buildout of the City’s General Plan. Therefore, with the addition of the Project, this would likely result in no deficiency or minimal deficiency to the ACTC roadway analysis. For the segment of northbound San Ramon Road between I-580 WB Ramps and Dublin Boulevard, the project is expected to increase the v/c by more than 0.02. Therefore, prior to issuance of the first building permit, the project applicant shall work with the Tri-Valley Transportation Development Fee (TVTDF) to pay all applicable regional transportation impact fees related to regional roadway improvements and provide proof of documentation to the City. These fees shall go towards the following roadway improvements identified in the Tri-Valley Transportation Council (TVTC) Strategic Expenditure Plan 2022 Update: · I-680 Express Lanes – Hwy 84 to Alcosta: this project will close the gap between the existing Express lanes to the north at Alcosta Boulevard and to the south at Highway 84. · Innovate 680: this project includes strategies such as: o Complete the HOV/Express Lanes o Increase Bus Efficiency o Enhance TDM Strategies o Innovative Operational Strategies o Prepare Corridor for the Future Local Transportation Analysis │Dublin Commons August 2024 │ Final 45 8. VEHICLE QUEUING AND SITE ACCESS AND CIRCULATION This chapter presents the results of the vehicle queuing analysis completed for the study intersections where the project is expected to contribute trips to the left-turn and right-turn lanes and for project driveways to determine whether the project would create on-site circulation issues. In addition, the following includes a discussion of site access and circulation for the proposed project site. VEHICLE QUEUING As congestion increases, it is common for traffic at intersections to form lines of stopped (or queued) vehicles. Queue lengths were determined for left-turn and right-turn lanes at study intersections and measure the distance that vehicles will back up in each direction approaching an intersection. Synchro software calculates the 95th percentile queues based on Synchro methodology. The 95th percentile queue is used to account for fluctuations in traffic and represents a condition where 95 percent of the time during the peak period, traffic volumes will be less than or equal to the queue determined by the analysis. It is used as a benchmark for determining deficiencies as a standard transportation engineering practice. A typical vehicle length of 25 feet was used in the queuing analysis. Operational deficiencies were identified under Opening Year Plus Phase 1 and Cumulative Plus Project Conditions. An operational deficiency is assumed to occur if the queue exceeds the turn pocket length by one or more vehicles for left turn lanes with their own phase (left turn movement is not associated with the through movement). A summary of the queuing results is included in the Appendix. The analysis showed that several turn bay storage lengths were exceeded under each analysis scenario for Opening Year Plus Phase 1 and Cumulative Plus Project Conditions. For right turn lane queues, these are not considered deficiencies because right turning vehicles would have the same phase as the through vehicles. Locations where the left-turn queues result in a project deficiency are shown in Table 14. 95th percentile vehicle queuing at the external and internal project driveways were also evaluated to determine whether the queues would extend into adjacent driveways and disrupt on-site circulation. Available storage lengths for the driveways were measured from the intersection to the next internal driveway on-site. A summary of the 95th percentile queues at the project driveways are shown in Table 15. As shown in the table, all driveway queues are contained within the available storage and would not conflict with adjacent driveways, except for the eastbound left turn at the intersection of Dublin Boulevard/Golden Gate Drive. This was also noted in Table 14. Local Transportation Analysis │Dublin Commons August 2024 │ Final 46 Table 14 – Intersection Queuing Deficiencies #Intersection Scenario Turning Movement Peak Period Storage Length (feet) 95th Percentile Queue Length (feet) 4 Regional St / Dublin Blvd Opening Year + Phase 1 NBL AM 105 382 PM 563 SBL PM 110 302 Cumulative + Buildout NBL AM 105 382 PM 563 SBL PM 110 302 5 Dublin Blvd / Woodland Ave Opening Year + Phase 1 WBL PM 100 148 Cumulative + Buildout WBL 100 363 6 Dublin Blvd / Golden Gate Dr Opening Year + Phase 1 EBL PM 235 287 Cumulative Year + Phase 1 EBL AM 235 304 PM 376 WBL AM 215 700 NBL PM 135 215 7 Amador Plaza Rd / Dublin Blvd Opening Year + Phase 1 EBL PM 200 289 WBL 305 399 SBL 130 161 Cumulative + Buildout EBL AM 200 260 PM 305 SBL PM 130 192 WBL AM 305 494 PM 802 8 Dublin Blvd / Village Pkwy Opening Year + Phase 1 WBL PM 200 240 NBL 100 133 Cumulative + Buildout WBL AM 200 636 PM 339 NBL PM 100 135 10 Amador Plaza Rd / St Patrick Way Opening Year + Phase 1 SBL AM 145 184 PM 229 Cumulative + Buildout EBL PM 130 215 SBL AM 145 220 PM 343 Local Transportation Analysis │Dublin Commons August 2024 │ Final 47 11 San Ramon Rd / Amador Valley Blvd Cumulative + Buildout NBL PM 200 229 12 Regional St / Amador Valley Blvd Opening Year + Phase 1 WBL AM 105 131 PM 223 NBL PM 100 153 Cumulative + Buildout WBL AM 105 131 PM 228 NBL PM 100 154 13 Amador Valley Blvd / Starward Dr Opening Year + Phase 1 EBL AM 80 115 Cumulative + Buildout AM 126 PM 107 14 Donohue Dr / Amador Valley Blvd Opening Year + Phase 1 EBL AM 80 107 Cumulative + Buildout 105 15 Amador Plaza Rd / Amador Valley Blvd Opening Year + Phase 1 WBL AM 150 235 PM 207 Cumulative + Buildout WBL AM 150 295 PM 207 16 Village Pkwy / Amador Valley Blvd Opening Year + Phase 1 EBL AM 180 442 PM 357 WBL AM 115 186 PM 157 SBL AM 90 179 Cumulative + Buildout EBL AM 180 462 PM 583 WBL AM 115 218 PM 261 NBL AM 125 257 PM 376 SBL AM 90 182 95th percentile queues that exceed the available storage lane and result in a queuing deficiency is shown in bold. Local Transportation Analysis │Dublin Commons August 2024 │ Final 48 Table 15 – 95th Percentile Queuing at Project Driveways #Intersection Storage Length Turning Movement 95th Percentile Queue Length (feet) Opening Year Plus Project Cumulative Plus Project AM PM AM PM 5 Dublin Blvd / Woodland Ave 90 SBR 5 10 10 18 6 Dublin Blvd / Golden Gate Dr 235 EBL 213 287 304 376 230 SBL 47 125 136 179 14 Amador Valley Blvd / Donohue Dr 180 WBL 70 105 77 119 100 NBL 42 86 42 97 17 Amador Plaza Rd / Plaza Dr 70 EBR 3 10 8 13 18 Amador Plaza Rd / First St 70 NBL 5 3 8 3 200 EBL/T/R 10 73 15 153 19 Amador Plaza Rd / Second St TWLTL NBL 0 0 3 3 430 EBL/T/R 3 3 8 23 20 Amador Plaza Rd / Third St TWLTL NBL 0 3 3 3 370 EBL/T/R 3 5 5 20 21 First St / Golden Gate Dr (NB) 160 EBT 3 5 5 8 90 WBT 3 5 3 8 200 NBL/R 10 18 15 30 22 First St / Golden Gate Dr (SB) 340 EB 3 5 10 5 160 WB 8 18 15 33 260 SB 5 10 5 13 23 First St / Woodland Ave 340 WB 3 3 8 8 250 NB 3 3 5 3 230 SB 0 3 5 3 24 Second St / Golden Gate Dr 340 EB 0 0 3 0 430 WB 0 3 3 3 260 NB 3 5 5 8 310 SB 3 10 5 10 25 Second St / Woodland Ave 340 WB 0 0 0 0 230 NB 0 3 3 3 750 SB 0 3 0 3 26 Third St / Golden Gate Dr 750 EB 0 3 0 3 370 WB 0 3 0 3 310 NB 3 10 5 10 410 SB 8 13 8 15 95th percentile queues that exceed the available storage lane and result in a queuing deficiency is shown in bold. Local Transportation Analysis │Dublin Commons August 2024 │ Final 49 SITE ACCESS AND CIRCULATION As shown in Figure 1 of the site plan, the proposed development is accessible through various driveways along Dublin Boulevard, Amador Plaza Road, and Amador Valley Boulevard. Dublin Boulevard has three project driveways with one right-in right-out, unsignalized driveway that provides direct access to the parking lot in Block D1, one full access, signalized driveway at Golden Gate Drive, and one right-in right- out, unsignalized driveway at Woodland Avenue. The driveway on Golden Gate Drive provides access to the north-south roadway that bisects the project site and is designed to be pedestrian-oriented. The driveway at Woodland Avenue directs vehicles to the parking lot for Blocks A and B and limits the need for vehicles to travel along the pedestrian-oriented roadway at Golden Gate Drive. Access from Golden Gate Drive leads to a one-way loop road surrounding the town square. Driveways along Amador Plaza Road are all unsignalized with full access control and are located at Plaza Drive, First Street, Second Street and Third Street. These driveways provide direct access to the parking lots in Blocks D1, E, F, and G, also limiting the need for vehicles to travel along the pedestrian-oriented roadway at Golden Gate Drive. Driveways along Amador Valley Boulevard include a full access and signalized driveway at Golden Gate Drive. It should be noted that the project site plan is a conceptual design and therefore does not provide further details regarding site circulation. It is recommended that the project review vehicular site access to the project site to ensure adequate sight distance and emergency access when developing the final site plan. EASTBOUND DUBLIN BOULEVARD PROJECT ACCESS Based on the latest site plan and project description, the eastbound left turn movement at Intersection #5 (Dublin Boulevard and Woodland Avenue) is not allowed. Therefore, vehicles entering the project from eastbound Dublin Boulevard have the following options: 4. Eastbound left turn at Intersection #6 (Dublin Boulevard and Golden Gate Drive) 5. Eastbound U-turn at Intersection #6 (Dublin Boulevard and Golden Gate Drive) 6. Eastbound U-turn at Intersection #7 (Dublin Boulevard and Amador Plaza Road) Each of these options were analyzed. It should be noted that Option #1, eastbound left turn at Dublin Boulevard and Golden Gate Drive, resulted in the best operations and therefore was included in the operational analysis in the remainder of this report. Tables 16 and 17 provide a comparison of the intersection LOS between the three options for the Opening Year plus Phase 1 and Cumulative plus Project scenarios, respectively. Only the intersections that change between the three options are shown in each table. As shown, the first option, eastbound left turns at Intersection #6 (Dublin Boulevard and Golden Gate Drive) operates the best for all the intersections combined. The effect of a U-turn movement significantly increases the delay at an intersection. Tables 18 and 19 provide a comparison of the intersection 95th percentile queues between the three options for the Opening Year plus Phase 1 and Cumulative plus Project scenarios, respectively. Only the intersections that change between the three options are shown in each table. As shown, the first option, eastbound left turns at Intersection #6 (Dublin Boulevard and Golden Gate Drive) has the shortest queue length when considering all the intersections combined. The queues determined to be excessive, as shown in red text, are due to the U-turn movements. Local Transportation Analysis │Dublin Commons August 2024 │ Final 50 Table 16 – Eastbound Dublin Boulevard Access - Opening Year + Phase 1 Level of Service Comparison #Intersection1 Control EB Left Turn at Int #6 EB U-Turn at Int #6 EB U-Turn at Int #7 AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak LOS Delay (sec)LOS Delay (sec)LOS Delay (sec)Var LOS Delay (sec)Var LOS Delay (sec)Var LOS Delay (sec)Var 5 Dublin Blvd / Woodland Ave3 SSSC A 0.7 A 5.5 A 0.7 0.0 A 5.4 0.0 A 0.7 0.0 A 5.4 0.0 Worst Movement C 15.7 F 68.3 C 15.7 0.0 F 68.3 0.0 C 15.7 0.0 F 68.3 0.0 6 Dublin Blvd / Golden Gate Dr3 Signal C 33.4 C 27.1 F 95.1 61.7 F 133.1 106.0 C 32.2 -1.2 C 24.0 -3.1 7 Dublin Blvd / Amador Plaza Rd3 Signal D 41.2 D 40.2 D 41.2 0.0 D 40.2 0.0 E 79.7 38.5 F 106.0 65.8 21 First St / Golden Gate Dr (NB)3 AWSC A 7.5 A 8.0 A 7.5 0.0 A 8.0 0.0 A 7.5 0.0 A 8.0 0.0 22 First St / Golden Gate Dr (SB)3 AWSC A 7.2 A 7.8 A 7.2 0.0 A 7.8 0.0 A 7.2 0.0 A 7.8 0.0 23 First St / Woodland Ave3 AWSC A 7.0 A 7.1 A 7.0 0.0 A 7.1 0.0 A 7.0 0.0 A 7.1 0.0 Intersections operating at an LOS E or F are shown in bold. 1 Per the City of Dublin General Plan, intersections within the Downtown Dublin Specific Plan area may operate at an LOS E or worse as long as the safety for pedestrians and bicyclists is maintained and impacts to transit travel speeds are minimized. All City of Dublin study intersections are located within the Downtown Dublin Specific Plan boundary and therefore are exempt from the LOS D standard . Note: For side-street stop-controlled intersections (SSSC), the LOS is determined by the worst movement. Table 17 – Eastbound Dublin Boulevard Access - Cumulative Year + Project Level of Service Comparison #Intersection1 Control EB Left Turn at Int #6 EB U-Turn at Int #6 EB U-Turn at Int #7 AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak LOS Delay (sec)LOS Delay (sec)LOS Delay (sec)Var LOS Delay (sec)Var LOS Delay (sec)Var LOS Delay (sec)Var 5 Dublin Blvd / Woodland Ave3 SSSC A 0.9 C 19.6 A 0.9 0.0 C 19.0 -0.6 A 0.9 0.0 C 19.0 -0.6 Worst Movement C 16.2 F 200.8 C 16.2 0.0 F 200.8 0.0 C 16.2 0.0 F 200.8 0.0 6 Dublin Blvd / Golden Gate Dr3 Signal F 129.7 D 41.5 F 167.1 37.4 F 196.1 154.6 F 118.8 -10.9 C 34.1 -7.4 7 Dublin Blvd / Amador Plaza Rd3 Signal D 44.1 F 83.2 D 44.1 0.0 F 83.2 0.0 F 128.8 84.7 F 135.5 52.3 21 First St / Golden Gate Dr (NB)3 AWSC A 8.0 A 8.7 A 8.0 0.0 A 8.7 0.0 A 8.0 0.0 A 8.7 0.0 22 First St / Golden Gate Dr (SB)3 AWSC A 7.7 A 8.5 A 7.7 0.0 A 8.5 0.0 A 7.7 0.0 A 8.5 0.0 23 First St / Woodland Ave3 AWSC A 7.4 A 7.2 A 7.4 0.0 A 7.2 0.0 A 7.4 0.0 A 7.2 0.0 Intersections operating at an LOS E or F are shown in bold. 1 Per the City of Dublin General Plan, intersections within the Downtown Dublin Specific Plan area may operate at an LOS E or worse as long as the safety for pedestrians and bicyclists is maintained and impacts to transit travel speeds are minimized. All City of Dublin study intersections are located within the Downtown Dublin Specific Plan boundary and therefore are exempt from the LOS D standard . Note: For side-street stop-controlled intersections (SSSC), the LOS is determined by the worst movement. Local Transportation Analysis │Dublin Commons August 2024 │ Final 51 Table 18 – Eastbound Dublin Boulevard Access - Opening Year + Phase 1 Intersection Queuing Comparison #Intersection Scenario Turning Movement Peak Period Storage Length (feet) 95th Percentile Queue Length (feet) 6 Dublin Blvd / Golden Gate Dr EB Left Turn at Int #6 EBL AM 235 213 PM 287 EB U-Turn at Int #6 EBL AM 235 418 PM 552 EB U-Turn at Int #7 EBL AM 235 162 PM 218 7 Amador Plaza Rd / Dublin Blvd EB Left Turn at Int #6 EBL AM 200 217 PM 289 EB Left Turn at Int #6 EBL AM 200 217 PM 289 EB Left Turn at Int #6 EBL AM 200 429 PM 557 95th percentile queues that exceed the available storage lane and result in a queuing deficiency is shown in bold. Excessive queues shown in red. Table 19 – Eastbound Dublin Boulevard Access - Cumulative Year + Project Intersection Queuing Comparison #Intersection Scenario Turning Movement Peak Period Storage Length (feet) 95th Percentile Queue Length (feet) 6 Dublin Blvd / Golden Gate Dr EB Left Turn at Int #6 EBL AM 235 304 PM 376 EB U-Turn at Int #6 EBL AM 235 579 PM 690 EB U-Turn at Int #7 EBL AM 235 209 PM 240 7 Amador Plaza Rd / Dublin Blvd EB Left Turn at Int #6 EBL AM 200 260 PM 305 EB Left Turn at Int #6 EBL AM 200 260 PM 305 EB Left Turn at Int #6 EBL AM 200 566 PM 649 95th percentile queues that exceed the available storage lane and result in a queuing deficiency is shown in bold. Excessive queues shown in red. Local Transportation Analysis │Dublin Commons August 2024 │ Final 52 AMADOR PLAZA ROAD CROSSWALK EVALUATION With the proposed project, there is potential for an increase in pedestrians crossing Amador Plaza Road between Amador Valley Boulevard and Dublin Boulevard. Within the project, which is to the west of Amador Plaza Road, there are a mix of uses, including residential, employment, and retail. Currently to the east of Amador Plaza Road are retail uses. Therefore, it is likely that there will be pedestrian trips between these complimentary uses due to the short distances. There are two unsignalized mid-block crosswalks on Amador Plaza Road between Amador Valley Boulevard and Dublin Boulevard. One is located approximately 625 feet to the north of Dublin Boulevard and the other crosswalk is located approximately 500 feet south of Amador Valley Boulevard. The two crosswalks are located approximately 550 feet apart and each include a rectangular rapid flash beacon, or RRFB, and a pedestrian refuge between the opposing travel lanes. With the new proposed roadway network for the project, the pedestrian crossing locations and control types were evaluated. METHODOLOGY The City of Dublin does not have a standard methodology for evaluating the feasibility of a crosswalk. Therefore, Kimley-Horn reviewed and considered the following references. Each of these references are either statewide or nationwide guidelines that are widely accepted as the standard reference for transportation planning and design and are commonly used as the basis for local jurisdiction guidelines. 1. California Manual on Uniform Traffic Control Devices (MUTCD) including Section 3B.18 a. Provides guidance on the design of crosswalk marking elements, including: i. Width and type of lines ii. Need for advance yield lines, markings, and signage iii. Detectable warning surfaces 2. California Manual on Uniform Traffic Control Devices (MUTCD) including Section 4F a. Provides guidance on the application of Pedestrian Hybrid Beacons (PHB) i. PHB warrant based on vehicle speeds, vehicular volumes, pedestrian volumes, and crosswalk length ii. Design of PHB iii. Operation of PHB 3. National Cooperative Highway Research Program (NCHRP) Report 562 a. Overview of pedestrian crossing treatments b. Overview of pedestrian signal warrant c. Guidelines for pedestrian crossing treatments i. Estimation of pedestrian delay based on roadway characteristics, volumes, and local parameters ii. Selection of crosswalk treatment based on pedestrian delay and driver compliance 4. Federal Highway Administration (FHWA) Guide for Improving Pedestrian Safety at Uncontrolled Crossing Locations a. Includes pedestrian crash countermeasures based on posted speed limit, daily volumes, and roadway configuration Local Transportation Analysis │Dublin Commons August 2024 │ Final 53 5. Federal Highway Administration (FHWA) Safety Effects of Marked Versus Unmarked Crosswalks at Uncontrolled Locations a. Overview of crash rates based on crosswalk treatments CROSSWALK LOCATIONS Based on the proposed roadway network for the project and the locations of buildings, it was determined that the potential crosswalk locations on Amador Plaza Road should align with First Street and Second Street. · First Street: On either side of First Street are the life science buildings, the central park, retail uses, and food and beverage uses. To the east of Amador Plaza Road, First Street aligns with the north side of the Safeway building. First Street is also located approximately 480 feet north of the northern crosswalk at the intersection of Dublin Boulevard and Amador Plaza Road. This should provide adequate distance for pedestrians to use either sidewalk to cross Amador Plaza Road. · Second Street: On either side of Second Street are the life science building, retail uses, and the residential uses. To the east of Amador Plaza Road, Second Street aligns with retail uses, such as the existing Taqueria Azteca and Tous Les Jours. Second Street is also located approximately 400 feet north of First Street. This should provide adequate distance for pedestrians to use either sidewalk to cross Amador Plaza Road. Second Street is also located approximately 800 feet south of Amador Valley Boulevard. Although this is a long distance with no crosswalks, there are no residential or Life Science uses to the north that would generate pedestrian trips that would cross Amador Plaza Road. There are senior housing uses along the northern edge of the project site, but these uses are located along the southern edge of Amador Valley Boulevard, and pedestrians would likely use the crosswalk at the intersection of Amador Valley Boulevard and Amador Plaza Road. A crosswalk evaluation was performed to determine which control type and type of crosswalk should be included at each of the two proposed crosswalk locations. Methodology The following methodologies were used to determine the type of crosswalk at each crosswalk location: 1. NCHRP Report 562 2. FHWA: a. Guide for Improving Pedestrian Safety at Uncontrolled Crossing Locations b. Safety Effects of Marked vs. Unmarked Crosswalks at Uncontrolled Locations: Executive Summary and Recommended Guidelines 3. CA MUTCD Section 4F (Pedestrian Hybrid Beacons) For each methodology, vehicular volumes from the previous Project scenarios were used. This included the following scenarios: 1. Opening Year Plus Phase 1 2. Cumulative Year Plus Project Local Transportation Analysis │Dublin Commons August 2024 │ Final 54 Depending on the crosswalk warrant methodology, AM peak hour, PM peak hour, or daily volumes were needed. Warrants NCHRP Report 562 Since the posted speed limit on Amador Plaza Road between Amador Valley Boulevard and Dublin Boulevard is 30 mph, Worksheet 1 from NCHRP Report 562 was used (see Appendix I). Based on the inputs for this worksheet, the total pedestrian delay is calculated as less than 1.3 hours for all scenarios evaluated (crosswalk at First Street and crosswalk at Second Street for both the Opening Year and Cumulative Year plus Project scenarios) which is the maximum threshold for total pedestrian delay to recommend a crosswalk. This assumes no raised median for a pedestrian refuge and therefore the crossing distance and conflicting major road volumes were analyzed for the peak direction rather than both directions. Assuming a low motorist compliance at the pedestrian crossings since it is a proposed mid- block crossing, a crosswalk treatment is recommended for each scenario. A crosswalk treatment is described as standard crosswalk markings and pedestrian crossing signs per NCHRP Report 562. Although the posted speed limit on Amador Plaza Road between Amador Valley Blvd and Dublin Blvd is 30 mph, the 85th percentile speed may exceed 35 mph. Therefore, Worksheet 2 from NCHRP Report 562 was also considered (see Appendix I). Based on the inputs for this worksheet, the total pedestrian delay is calculated as less than 5.3 hours for all scenarios (crosswalk at First Street and crosswalk at Second Street for both the Opening Year and Cumulative Year plus Project scenarios), which is the maximum threshold for total pedestrian delay to recommend an active or enhanced treatment. This assumes no raised median for a pedestrian refuge and therefore the crossing distance and conflicting major road volumes were analyzed for the peak direction rather than both directions. Assuming a low motorist compliance at the pedestrian crossings since it is a proposed mid-block crossing, an active or enhanced crosswalk treatment is recommended for each scenario. An enhanced crosswalk treatment is described per NCHRP Report 562 as devices that enhance the visibility of the crossing location and pedestrians waiting to cross. This includes warning signs, markings, or beacons that are present or active at all times. In addition, an active treatment or “active when present” treatment per NCHRP Report 562 includes devices that activate only when pedestrians are present or crossing the roadway. Based on the NCHRP Report 562 methodology, a standard crosswalk is recommended for both the crosswalks at First Street and at Second Street. It should be noted that if speeds on Amador Plaza Road were to exceed 35 mph, an active or enhanced crosswalk can be considered. An active or enhanced treatment per NCHRP Report 562 is a device that enhances the visibility and/or is designed to display a warning only when pedestrians are present or crossing the street. In other words, a Rectangular Rapid- Flashing Beacon (RRFB) could be considered if the speed on Amador Plaza Road were to exceed 35 mph. It should also be noted that the two existing mid-block crosswalks along Amador Plaza Road between Amador Valley Boulevard and Dublin Boulevard have an RRFB. Federal Highway Administration (FHWA) Safety Effects of Marked vs. Unmarked Crosswalks at Uncontrolled Locations Based on the posted speed limit of 30 mph, a daily vehicle volume of 7,173 vehicles per day for Amador Plaza Road at First Street in the Cumulative plus Project scenario, and a 2-lane roadway configuration, this proposed crossing is a candidate for a marked crosswalk. It should be noted that the inputs did not result in the need for considering other additional treatments, such as, traffic calming treatments, traffic signals Local Transportation Analysis │Dublin Commons August 2024 │ Final 55 with pedestrian signals, or other substantial crossing improvement to improve crossing safety for pedestrians. Similarly, with a daily vehicle volume of 5,616 vehicles per day for the Amador Plaza Road at Second Steet in the Cumulative plus Project scenario, a posted speed limit of 30 mph, and a 2-lane configuration, this proposed crossing is a candidate for a marked crosswalk. No additional treatments were needed either. Since the Opening Year plus Please 1 volumes are less than mentioned above, the recommendations do not change. Based on this FHWA methodology, a crosswalk is recommended with no additional traffic calming features or safety improvements for both the crosswalks at First Street and at Second Street. Appendix I shows the table of recommendations for a marked crosswalk based on the above inputs. Guide for Improving Pedestrian Safety at Uncontrolled Crossing Locations In addition, FHWA provides guidance on pedestrian crash countermeasures. Based on the posted speed limit of 30 mph, a daily vehicle volume of 7,173 vehicles per day for Amador Plaza Road at First Street in the Cumulative plus Project scenario, and a 2-lane roadway configuration, this proposed crossing is a candidate for the following treatments at a crosswalk: 1. Raised Crosswalk 2. In-Street Pedestrian Crossing Sign 3. Curb Extension 4. Pedestrian Refuge Island In addition, the proposed crossing should always consider high-visibility crosswalk markings, parking restrictions on crosswalk approaches, adequate nighttime lighting levels, and crossing warning signs. Similarly, with a daily vehicle volume of 5,616 vehicles per day for the Amador Plaza Road at Second Steet in the Cumulative plus Project scenario, a posted speed limit of 30 mph, and a 2-lane configuration, this proposed crossing is a candidate for the same treatments listed above. Based on this additional FHWA methodology, a crosswalk is recommended with the addition of curb extensions, in-street pedestrian crossing signs, high-visibility crosswalk markings, adequate nighttime lighting levels, and crossing warning signs. A raised crosswalk is not recommended due to conflicts with emergency response vehicles.It should be noted that if the speed on Amador Plaza Road were to be 35 mph or greater, a Rectangular Rapid-Flashing Beacon and a Pedestrian Hybrid Beacon (PHB) would be candidate treatments.However,A PHB is not recommended because it does not meet the PHB warrant (see below for the PHB warrant). Appendix I shows the table of pedestrian crash countermeasures based on the above inputs. CA MUTCD Chapter 4F – Pedestrian Hybrid Beacons Based on the posted speed limit of 30 mph, peak hour vehicle volumes on Amador Plaza Road at First Street and at Second Street for both Opening Year and Cumulative Year plus Project scenarios, a crosswalk length of 52 feet (distance from curb to curb, which assumes no raised median), and an assumed 21 pedestrians per hour (based on existing pedestrian volumes crossing Amador Plaza Road at the intersection of Dublin Boulevard and Amador Plaza Road,a pedestrian hybrid beacon is not recommended. In the FHWA’s Pedestrian Hybrid Beacon Guide – Recommendations and Case Study, guidance is provided on how to interpret the MUTCD provisions for Pedestrian Hybrid Beacons: Local Transportation Analysis │Dublin Commons August 2024 │ Final 56 If a street or highway being crossed has a raised median that is wide enough to serve as a pedestrian refuge area, then each half of the street may be considered separately.i iThis is not explicitly stated in Chapter 4F Pedestrian Hybrid Beacons of the MUTCD. However, Section 1A.13 Definitions of Headings, Words, and Phrases in this Manual defines the crosswalk as being in the roadway. The definition of roadway includes the statement, “In the event a highway includes two or more separate roadways, the term roadway as used in this Manual shall refer to any such roadway separately, but not to all such roadways collectively.” Median is defined as “the area between two roadways of a divided highway measured from edge of traveled way to edge of traveled way.” This is problematic because if a median is less than 6 feet wide or is not raised it is not a pedestrian refuge, but that is dealt with in the recommendations. Attachment I shows Figure 4F-1 from the CA MUTCD. CROSSWALK EVALUATION SUMMARY Based on the various crosswalk methodologies discussed, each proposed crosswalk along Amador Plaza Road at First Street and at Second Street would be candidates for a marked crosswalk. Given that the posted speed limit is 30 mph, no additional enhancement measures are needed. However, if the crosswalk evaluations were to use 35 mph (an increase of only 5 mph), then enhanced crosswalk treatments would be recommended, such as an RRFB. A pedestrian hybrid beacon is not recommended at either location. It should also be noted that each of the two existing crosswalks along Amador Plaza Road between Dublin Boulevard and Amador Valley Boulevard have RRFB’s installed. Therefore, the City may want to consider keeping this enhanced treatment. Local Transportation Analysis │Dublin Commons August 2024 │ Final 57 9. PUBLIC TRANSIT, BICYCLE, AND PEDESTRIAN FACILITIES The proposed project was evaluated to review the project’s access and connectivity to transit, pedestrian, and bicycle facilities. TRANSIT FACILITIES There are existing sidewalks along the project frontage on Dublin Boulevard, Amador Plaza Road, and Amador Valley Boulevard that allows pedestrians to travel from the site to access existing bus stops nearby. The nearest bus stop is located at the intersection of Dublin Boulevard and Amador Plaza Road and serves Route 30R. Other nearby transit stops are located at the intersection of Village Parkway and Dublin Boulevard which serves Route 30R, the intersection of Dublin Boulevard and Clark Avenue which serve Routes 30R, 501 504, and 636, and the bus stops at the intersection of Village Parkway and Amador Valley Boulevard which serve school routes 501, 502, 503, 504, and 636. In addition, the West Dublin/Pleasanton BART station is located approximately 1,200 feet to the south of the project along Golden Gate Drive providing heavy-rail access to cities throughout the Bay Area. BICYCLE FACILITIES There are existing bicycle facilities along the frontage on Dublin Boulevard, Amador Plaza Road, and Amador Valley Boulevard that provide a connection to bicycle facilities throughout the City. Adjacent to the project site, a Class III bicycle route is located on Dublin Boulevard, a Class IIA bicycle lane is located along Amador Plaza Road, and a Class IIB buffered bicycle lane is located along Amador Valley Boulevard. The following are future bicycle improvement projects near the study area identified in the Bicycle and Pedestrian Master Plan: · Upgrade existing Class IIA bicycle lanes along Amador Valley Boulevard between Village Parkway and Stagecoach Road to Class IIB buffered bicycle lanes. · Upgrade existing Class IIA bicycle lanes along San Ramon Road between Dublin Boulevard and the southern City limits to either a Class I bike path or Class IV cycle tracks based on a Complete Streets study. · Upgrade bicycle facilities along Dublin Boulevard between San Ramon Road and Dougherty Road to a Class I bike path or Class IV cycle tracks based on a Complete Streets study. · Upgrade existing Class IIA bicycle lanes on Village Parkway and Amador Plaza Road between Amador Valley Boulevard to Dublin Boulevard to Class IIB buffered bicycle lanes. PEDESTRIAN FACILITIES As mentioned previously, there are existing sidewalks along the project frontage on Dublin Boulevard, Amador Plaza Road, and Amador Valley Boulevard. These sidewalks allow residents, employees, and patrons access to nearby transit facilities, as well as residential and commercial uses surrounding the project site. The project proposes to reconstruct Golden Gate Drive within the project site, between Dublin Boulevard and Amador Valley Boulevard, to enhance pedestrian connectivity within the site. Golden Gate Drive is designed to be pedestrian oriented by diverting many vehicles to use the project driveways along the perimeter of the project site to access the parking garages and limiting vehicles on Golden Gate Drive. Improvements to Amador Plaza Road, Dublin Boulevard, Regional Street, and other sidewalks will be required per the DDSP and the Downtown Dublin Streetscape Plan. The Downtown Dublin Streetscape Plan recommends a minimum 12-foot sidewalk for locations within the Downtown Dublin area and the Local Transportation Analysis │Dublin Commons August 2024 │ Final 58 Dublin Bicycle and Pedestrian Plan recommends a sidewalk width of 8-12 feet for locations within the Downtown Dublin area. The 12 feet of sidewalk would allow for an enhanced pedestrian experience to shop, dine, socialize, and walk. Within the City of Dublin, the following future pedestrian improvements are considered near the project site as identified in the Dublin Bicycle and Pedestrian Plan dated January 2023. Further review and analysis are required to determine whether these improvements should be implemented. ·San Ramon Road/I-580 WB Ramp – redesign the interchange to provide safe crossings. ·Regional Street between Dublin Boulevard and Amador Valley Boulevard – propose a midblock crossing. This is currently under design as of October 2023. ·Dublin Boulevard/Village Parkway – Add pedestrian and bicyclist treatments to improve safety for walking and biking. Propose modifications to the southbound right-turn lane, pork chops, and turning radii to reduce vehicle conflicts with pedestrians and bicyclist. ·Dublin Boulevard/Regional Street – Add pedestrian and bicyclist treatments to improve safety for walking and biking. ·Dublin Boulevard/San Ramon Road – Reduce curb radii on all corners, install directional curb ramps at all corners, remove permissive NB right-turn phase, install pedestrian countdown signals and audible warning signs, and stripe crosswalk on south leg. ·San Ramon Road/Amador Valley Boulevard – Add leading pedestrian intervals, remove slip lanes, add curb extensions, strip crosswalk on the south leg. ·Regional Street/Amador Valley Boulevard – Add leading pedestrian intervals to the eastbound and westbound approaches. Add protected left-turn phasing to the northbound and southbound traffic. ·Village Parkway/Amador Valley Boulevard – Add pedestrian and bicyclist treatments to improve safety for walking and biking. Improvements may include signing, skip striping, bike boxes, leading pedestrian intervals, or separating bicycle and pedestrians from turning movements. ·Dublin Boulevard/Golden Gate Drive – Add pedestrian and bicyclist treatments to improve safety for walking and biking. Improvements may include signing, skip striping, bike boxes, leading pedestrian intervals, or separating bicycle and pedestrians from turning movements. This project is in the West Dublin TIF and the City’s 5-year CIP. ·Amador Valley Boulevard/Amador Plaza – Mark crosswalk on the east leg, widen median to provide a pedestrian refuge, reduce curb radii. ·Dublin Boulevard/Amador Plaza Road – Reduce curb radii, install directional curb ramps, consider whether signal or signage enhancements are needed. ·St. Patrick Way/Golden Gate Drive – Install wayfinding signage to West Dublin BART, install bulb- outs, construct directional curb ramps, provide new roadway with sidewalk or continuous mid-block connection between Regional Street and Golden Gate Drive. The installation of a new traffic signal is in the City’s CIP. ·Amador Valley Boulevard/Donohue Drive – Reduce curb radii, widen median and add median tips, install directional curb ramps. Local Transportation Analysis │Dublin Commons August 2024 │ Final 59 10. SUMMARY OF DEFICIENCIES AND RECOMMENDED IMPROVEMENTS The project does not result in any LOS deficiencies at City of Pleasanton intersections. Several City of Dublin intersections operate at LOS E or F. As mentioned previously, these intersections are located within the Downtown Dublin Specific Plan Boundary and are exempt from the LOS D threshold. However, the project is required to implement bicycle and pedestrian safety improvements per the City’s Bicycle and Pedestrian Plan, the local roadway safety plan, DDSP, and the Downtown Dublin Streetscape Plan if the project does not maintain pedestrian and bicycle safety or negatively impacts transit travel speeds. Recommended multimodal safety improvements at intersections operating at LOS E or F are shown below and are summarized in Table 20. In addition, the fair share percentages and fair share preliminary high- level costs are included. Local Transportation Analysis │Dublin Commons August 2024 │ Final 60 Table 20 – Recommended Multimodal Safety Improvements Summary #Intersection Scenario Peak Hour Recommended Improvement Fair Share % Fair Share Cost Estimate 4 Dublin Blvd / Regional St Cumulative + Project PM -Upgrade NEMA TS1 cabinet to TS2 cabinet -Directional curb ramps -Median modification to remove crosswalk encroachment -APS upgrades, keep back up loops on side streets and left turn pockets -Tighten corner radii -Protected bike lane on south side (protected intersection) 39.4%$477,528 5 Dublin Blvd / Woodland Ave Opening Year + Phase 1 Cumulative + Project PM PM -Future new traffic signal -Protected bike lanes on south side -Include video detection, cctv, fiber connections, APS system, etc. 62.6%$1,235,098 6 Dublin Blvd / Golden Gate Dr Cumulative + Project AM -Upgrade NEMA TS1 cabinet to TS2 cabinet -Directional curb ramps -Median modification to remove crosswalk encroachment -Remove the skew from the crosswalk -APS upgrades, keep back up loops on side streets and left turn pockets -Tighten corner radii -Protected bike lane on south side and protected intersection 42.9% A $585,585 7 Dublin Blvd / Amador Plaza Rd Cumulative + Project PM -Directional curb ramps -Median modification to remove crosswalk encroachment -Remove the skew from the crosswalk -APS upgrades, keep back up loops on side streets and left turn pockets -Tighten corner radii. -Protected bike lane and intersection on the south side 32.3% A $651,814 8 Dublin Blvd / Village Pkwy Cumulative + Project AM & PM -Upgrade NEMA TS1 cabinet to TS2 cabinet -Directional curb ramps 15.5%$357,430 Local Transportation Analysis │Dublin Commons August 2024 │ Final 61 -Median modification to remove crosswalk encroachment -Straighten crosswalk -APS upgrades, keep back up loops on side streets and left turn pockets -Tighten corner radii -Remove NB right turn slip lane 9 Dublin Blvd / Dougherty Rd Cumulative + Project AM & PM -Per the Dublin Bicycle and Pedestrian Plan, perform a complete streets study to determine whether a separated facility (Class I or Class IV) is warranted -Per the Dublin Local Roadway Safety Plan, Leading Pedestrian Intervals can be implemented for each crosswalk, crosswalks can be restriped as high visibility crosswalks, signal timing and hardware can be improved, raised pavement markers and striping can be installed, separated bike lanes in the eastbound direction can be installed, protected intersection elements should be considered, and corridor access management can be implemented. 11.2%N/A 16 Amador Valley Blvd / Village Pkwy Opening Year + Phase 1 Cumulative + Project AM AM -Upgrade NEMA TS1 cabinet to TS2 cabinet -Remove slip lanes -Reduce curb radii on all corners -Install curb extensions on the SE and SW corners -Install directional curb ramps -Coordinate design and connect with protected bike lanes that will be installed on Village Pkwy north of Amador Valley Blvd as part of Village Pkwy Reconstruction project 25.7%$685,419 18 Amador Plaza Rd / First St Opening Year + Phase 1 Cumulative + Project PM PM -Install crosswalk potentially with enhanced treatments 100%Applicant shall construct 27 Golden Gate Dr / St. Patrick Way Cumulative + Project AM & PM -Fair share towards new traffic signal installation 10.6%$258,435 AThe project will be responsible for 100% of any identified frontage improvements. For all the other improvements, the project will be responsible for its fair share of improvement costs. BNo cost was identified for these potential improvements. Local Transportation Analysis │Dublin Commons August 2024 │ Final 62 Based on the results of the traffic analysis and evaluation of the proposed project, the following queuing deficiencies, summarized in Table 21, would occur with Phase 1 under Opening Year conditions and Full Buildout under Cumulative Conditions. Table 21 – Intersection Queuing Deficiencies Summary #Intersection Movement Scenario Peak Hour 4 Regional St / Dublin Blvd NBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM SBL Opening Year Plus Phase 1 Cumulative Plus Project PM 5 Dublin Blvd / Woodland Ave WBL Opening Year Plus Phase 1 Cumulative Plus Project PM 6 Dublin Blvd / Golden Gate Dr EBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM WBL Cumulative Plus Project AM NBL Cumulative Plus Project PM 7 Amador Plaza Rd / Dublin Blvd EBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM SBL Opening Year Plus Phase 1 Cumulative Plus Project PM WBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM 8 Dublin Blvd / Village Pkwy WBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM NBL Opening Year Plus Phase 1 Cumulative Plus Project PM 10 Amador Plaza Rd / St Patrick Way SBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM EBL Cumulative Plus Project PM 11 San Ramon Rd / Amador Valley Blvd NBL Cumulative Plus Project PM 12 Regional St / Amador Valley Blvd WBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM NBL Opening Year Plus Phase 1 Cumulative Plus Project PM 13 Amador Valley Blvd / Starward Dr EBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM 14 Donohue Dr / Amador Valley Blvd EBL Opening Year Plus Phase 1 Cumulative Plus Project AM 15 Amador Plaza Rd / Amador Valley Blvd WBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM 16 Village Pkwy / Amador Valley Blvd EBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM WBL Opening Year Plus Phase 1 Cumulative Plus Project AM PM NBL Cumulative Plus Project AM PM Local Transportation Analysis │Dublin Commons August 2024 │ Final 63 SBL Opening Year Plus Phase 1 Cumulative Plus Project AM SBL – Southbound Left, EBL – Eastbound Left, WBL – Westbound Left, NBL – Northbound Left Intersection improvements to address the queuing deficiencies are summarized below. Analysis sheets are provided in the Appendix. It should be noted that there are some queuing deficiencies that cannot be improved to pre-project conditions or contained in available storage pockets. Therefore, a transportation demand management (TDM) program is an additional solution to reduce vehicle trips and subsequently vehicle queues and delay. The TDM program would target a 10 percent trip reduction in peak hour trips for office and residential uses and include an annual monitoring. The TDM program will also include Best Management Practices for retail uses. Intersection #4 (Regional Street / Dublin Boulevard) · Southbound Left-Turn o In Opening Year Plus Phase 1 conditions, the southbound left turn queue of 302 feet in the PM peak hour extends beyond the available storage length of 110 feet and results in a queuing deficiency. In Cumulative Plus Project conditions the southbound left turn queue of 302 feet in the PM peak hour extends beyond the available storage length of 110 feet and also results in a queuing deficiency. o To address the deficiency, the signal timing should be adjusted to provide a twice per cycle eastbound left-turn phase, allowing more green time for the eastbound left-turns and thereby reducing the queue. In addition, the southbound left turn pocket should be extended by 140 feet, for a total turn pocket length of 250 feet. This would require shifting the northbound bicycle lane (north of Dublin Boulevard) up against the east curb and removing the shoulder on the east side of Regional Street for approximately 100 feet. With the recommended improvements, the southbound left-turn queue in Opening Year Plus Phase 1 Conditions and Cumulative Plus Project conditions would be contained within the proposed storage length. This would no longer be considered a queuing deficiency. · Northbound Left-Turn o In Opening Year Plus Phase 1 conditions, the northbound left turn queue of 382 feet in the AM peak hour and 563 feet in the PM peak hour extends beyond the available storage length of 105 feet and results in a queuing deficiency. In Cumulative Plus Project conditions, the northbound left turn queue of 382 feet in the AM peak hour and 563 feet in the PM peak hour extends beyond the available storage length of 105 feet and also results in a queuing deficiency. o To address the deficiency, the same improvements as recommended for the southbound left-turn deficiency should be provided (the signal timing should be adjusted to provide a twice per cycle eastbound left-turn phase, allowing more green time for the eastbound left-turns and thereby reducing the queue). In addition, the northbound left turn pocket should be extended by 395 feet, for a total turn pocket length of 500 feet. This would require shifting the southbound bike lane (south of Dublin Boulevard) and removing on-street parking on the west side of Regional Street for approximately 315 feet, or 13 parking spaces. With the recommended improvements, the northbound left-turn queue in Opening Year Plus Phase 1 Conditions and Cumulative Plus Project conditions would be contained within the proposed storage length. This would no longer be considered a queuing deficiency. Local Transportation Analysis │Dublin Commons August 2024 │ Final 64 Intersection #5 (Dublin Boulevard / Woodland Avenue) · Westbound Left-Turn o In Opening Year Plus Phase 1 conditions, the westbound left turn queue of 148 feet in the PM peak hour extends beyond the available storage length of 100 feet and results in a queuing deficiency. In Cumulative Plus Project conditions, the westbound left turn queue of 363 feet in the PM peak hour extends beyond the available storage length of 100 feet and also results in a queuing deficiency. o There is no feasible improvement to address this deficiency. The westbound left turn pocket cannot be extended because of the existing eastbound left turn pocket at the intersection of Dublin Boulevard and Golden Gate Drive. In the future, the City can consider realigning this intersection with the two driveways on the north (one to the Project and one to the parcel to the west). With realignment, a traffic signal can be considered. Intersection #6 (Dublin Boulevard / Golden Gate Drive) · Eastbound Left-Turn o In Opening Year Plus Phase 1 conditions, the eastbound left turn queue of 287 feet in the PM peak hour extends beyond the available storage length of 235 feet and results in a queuing deficiency. In Cumulative Plus Project conditions, the eastbound left turn queue of 304 feet in the AM peak hour and 376 feet in the PM peak hour extends beyond the available storage length of 235 feet and also results in a queuing deficiency. o To address the PM peak hour deficiency, the signal timing should be adjusted to provide a twice per cycle eastbound left-turn phase, allowing more green time for the eastbound left-turns and thereby reducing the queue. With the recommended improvements, the eastbound left-turn queue in Opening Year Plus Phase 1 Conditions would be contained within the existing storage length in the PM peak hour. This would no longer be considered a queuing deficiency. However, for the Cumulative Plus Project condition, in the AM and PM peak hours, the proposed timing recommendation would reduce the eastbound left turn queue to 304 feet and 288 feet, respectively, but this still exceeds the existing turn pocket storage of 235 feet. There is no other feasible improvement to address this deficiency. The eastbound left turn cannot be extended due to the westbound left turn lane at the intersection of Dublin Boulevard and Woodland Avenue. Therefore, this deficiency remains. · Westbound Left-Turn o In Cumulative Plus Project conditions, the westbound left turn queue of 700 feet in the AM peak hour extends beyond the available storage length of 215 feet and results in a queuing deficiency. o To address the deficiency, the signal timing should be adjusted to provide a twice per cycle westbound left-turn phase, allowing more green time for the westbound left-turns and thereby reducing the queue. However, this improvement will only reduce the westbound left turn queue length to 356 feet, which still exceeds the 215 feet of storage. The westbound left turn cannot be extended due to the eastbound left turn lane at the intersection of Dublin Boulevard and Amador Plaza Road. Therefore, this deficiency remains. · Northbound Left-Turn Local Transportation Analysis │Dublin Commons August 2024 │ Final 65 o In Cumulative Plus Project conditions, the northbound left turn queue of 215 feet in the PM peak hour extends beyond the available storage length of 135 feet and results in a queuing deficiency. o To address the deficiency, the signal timing should be adjusted. However, this improvement will only reduce the northbound left turn queue length to 176 feet, which still exceeds the 135 feet of storage. The northbound left turn cannot be extended due to the narrowing curb to curb width along the south leg of this intersection. Therefore, this deficiency remains. Intersection #7 (Amador Plaza Road / Dublin Boulevard) · Eastbound Left-Turn o In Opening Year Plus Phase 1 conditions, the eastbound left turn queue of 289 feet in the PM peak hour extends beyond the available storage length of 200 feet and results in a queuing deficiency. In Cumulative Plus Project conditions, the eastbound left turn queue of 260 feet in the AM peak hour and 305 feet in the PM peak hour extends beyond the available storage length of 200 feet and also results in a queuing deficiency. o To address the deficiency, the signal timing should be adjusted to increase the splits for the eastbound left-turn to allow additional green time for the movement. In Opening Year Plus Phase 1 conditions, the recommended improvement would result in an eastbound left-turn queue of 199 feet in the PM peak hour. In Cumulative Plus Project conditions, the recommended improvement would result in an eastbound left-turn queue of 222 feet in the AM peak hour and 201 feet in the PM peak hour. The queue for each time period would be contained within the turn pocket length (or not extend one full vehicle length outside of the turn pocket). Therefore, the queues for this intersection would no longer be considered a queuing deficiency in both scenarios. · Southbound Left-Turn o In Opening Year Plus Phase 1 conditions, the southbound left turn queue of 161 feet in the PM peak hour extends beyond the available storage length of 130 feet. In Cumulative Plus Project conditions, the southbound left turn queue of 192 feet in the PM peak hour extends beyond the available storage length of 130 feet and results in a queuing deficiency. o To address the deficiency, the southbound left turn lane should be extended by 40 feet by cutting into the existing median. This reduction in the median would not modify the southbound left turn lane from southbound Amador Plaza Road into the Safeway driveway. Therefore, the queues for this intersection would no longer be considered a queuing deficiency. · Westbound Left-Turn o In Opening Year Plus Phase 1 conditions, the westbound left turn queue of 399 feet in the PM peak hour extends beyond the available storage length of 305 feet and results in a queuing deficiency. In Cumulative Plus Project conditions, the westbound left turn queue of 494 in the AM peak hour and 802 feet in the PM peak hour extends beyond the available storage length of 305 feet and also results in a queuing deficiency. o To address the deficiency, the signal timing should be adjusted to provide a twice per cycle westbound left-turn phase, allowing more green time for the westbound left-turns and thereby reducing the queue. In addition, the westbound left turn lane should be extended by 195 feet, for a total of 500 feet of storage capacity. The extension would modify the existing raised median on the east leg of Dublin Boulevard and Amador Local Transportation Analysis │Dublin Commons August 2024 │ Final 66 Plaza Road. With the recommended improvements, the westbound left-turn queue in Opening Year Plus Phase 1 Conditions and Cumulative Plus Project conditions would be contained within the proposed storage length. Therefore, the queues for this intersection would no longer be considered a queuing deficiency. Intersection #8 (Dublin Boulevard / Village Parkway) · Northbound Left-Turn o In Opening Year Plus Phase 1 conditions, the northbound left turn queue of 133 feet in the PM peak hour extends beyond the available storage length of 100 feet and results in a queuing deficiency. In Cumulative Plus Project conditions, the northbound left turn queue of 135 feet in the PM peak hour extends beyond the available storage length of 100 feet and also results in a queuing deficiency. o To address the deficiency, the northbound left turn lane should be extended by 40 feet, for a total length of 140 feet. With the recommended improvement, the northbound left- turn queue in Opening Year Plus Phase 1 Conditions and Cumulative Plus Project conditions would be contained within the proposed storage length. This would no longer be considered a queuing deficiency. · Westbound Left-Turn o In Opening Year Plus Phase 1 conditions, the westbound left turn queue of 240 feet in the PM peak hour extends beyond the available storage length of 200 feet and results in a queuing deficiency. In Cumulative Plus Project conditions, the westbound left turn queue of 636 feet in the AM peak hour and 339 feet in the PM peak hour extends beyond the available storage length of 200 feet and also results in a queuing deficiency. o To address the deficiencies, the signal timing should be adjusted to provide a twice per cycle westbound left-turn phase, allowing more green time for the westbound left- turns and thereby reducing the queue. However, this improvement will only reduce the westbound left turn queue length to 240 feet in the PM peak hour in the Opening Year Plus Phase 1 Conditions, 322 feet in the AM peak hour in the Cumulative Plus Project Conditions, and 339 feet in the PM peak hour in the Cumulative Plus Project Conditions. Therefore, the queues would still exceed the 200 feet of storage. The westbound left turn cannot be extended due to the eastbound left turn lane on Dublin Boulevard and into the Dublin San Ramon Services District building. Therefore, this deficiency remains. Intersection #10 (Amador Plaza Road / St Patrick Way) · Southbound Left-Turn o In Opening Year Plus Phase 1 conditions, the southbound left turn queue of 184 feet in the AM peak hour and 229 feet in the PM peak hour extends beyond the available storage length of 145 feet. In Cumulative Plus Project conditions, the southbound left turn queue of 220 feet in the AM peak hour and 343 feet in the PM peak hour extends beyond the available storage length of 145 feet and also results in a queuing deficiency. o No mitigation is needed for this location because the southbound approach has split phasing and since all movements go at the same time, the left-turn and right-turn movements do not block the through movements. · Eastbound Left-Turn Local Transportation Analysis │Dublin Commons August 2024 │ Final 67 o In Cumulative Plus Project conditions, the eastbound left turn queue of 215 feet in the PM peak hour extends beyond the available storage length of 130 feet and results in a queuing deficiency. o No mitigation is needed for this location since the eastbound left turn lane has a two- way left-turn lane just to the west of the left turn lane, allowing vehicles to not block the eastbound through vehicles. Intersection #11 (San Ramon Road / Amador Valley Boulevard) · Northbound Left-Turn o In Cumulative Plus Project conditions, the northbound left turn queue of 229 feet in the PM peak hour extends beyond the available storage length of 200 feet and results in a queuing deficiency. o To address the deficiency, the northbound left turn phase can be extended by three seconds. With the recommended improvement, the northbound left-turn queue in would be reduced to 223 feet, which is less than one vehicle length extending out of the existing turn pocket length of 200 feet. Therefore, the queue for this intersection would no longer be considered a queuing deficiency. Intersection #12 (Regional Street / Amador Valley Boulevard) · Westbound Left-Turn o In Opening Year Plus Phase 1 conditions, the westbound left turn queue of 131 feet in the AM peak hour and 223 feet in the PM peak hour extends beyond the available storage length of 105 feet and results in a queuing deficiency. In Cumulative Plus Project conditions, the westbound left turn queue of 131 feet in the AM peak hour and 228 feet in the PM peak hour extends beyond the available storage length of 105 feet and also results in a queuing deficiency. o To address the deficiency, the signal timing should be adjusted to provide a twice per cycle westbound left-turn phase. This allows westbound left-turns the opportunity to make the movement two times during one cycle length, thereby reducing the queue. In Opening Year Plus Phase 1 conditions, the recommended improvement would result in a westbound left-turn queue of 125 feet in the AM peak hour and 103 feet in the PM peak hour. In Cumulative Plus Project conditions, the recommended improvement would result in a westbound left-turn queue of 125 feet in the AM peak hour and 106 feet in the PM peak hour. The queue for each time period would be contained within the turn pocket length of 125 feet (or less than one vehicle length beyond the turn storage). Therefore, the queues for this intersection would no longer be considered a queuing deficiency in both scenarios. · Northbound Left-Turn o In Opening Year Plus Phase 1 conditions, the northbound left turn queue of 153 feet in the PM peak hour extends beyond the available storage length of 100 feet and results in a queuing deficiency. In Cumulative Plus Project conditions, the northbound left turn queue of 154 feet in the PM peak hour extends beyond the available storage length of 100 feet and also results in a queuing deficiency. o To address the deficiency, signal timing should be optimized. With the recommended improvements, the northbound left-turn queue would be 123 feet in Opening Year Plus Phase 1 Conditions and 123 feet in Cumulative Plus Project conditions, and therefore Local Transportation Analysis │Dublin Commons August 2024 │ Final 68 contained within the storage length of 100 feet (or less than one vehicle length beyond the turn storage). This would no longer be considered a queuing deficiency. Intersection #13 (Amador Valley Boulevard / Starward Drive) · Eastbound Left-Turn o In Opening Year Plus Phase 1 conditions, the eastbound left turn queue of 115 feet in the AM peak hour extends beyond the available storage length of 80 feet and results in a queuing deficiency. In Cumulative Plus Project conditions, the eastbound left turn queue of 126 feet in the AM peak hour and 107 feet in the PM peak hour extends beyond the available storage length of 80 feet and also results in a queuing deficiency. o To address the deficiency, the eastbound left turn pocket should be extended by 50 feet, for a total storage length of 130 feet. There is an existing raised median and this can be modified to provide the additional storage length. Since the eastbound left turn queues would be contained in the proposed storage length of 130 feet, this would no longer be considered a queuing deficiency. Intersection #14 (Donohue Drive / Amador Valley Boulevard) · Eastbound Left-Turn o In Opening Year Plus Phase 1 conditions, the eastbound left turn queue of 107 feet in the AM peak hour extends beyond the available storage length of 80 feet and results in a queuing deficiency. In Cumulative Plus Project conditions, the eastbound left turn queue of 105 feet in the AM peak hour extends beyond the available storage length of 80 feet and also results in a queuing deficiency. o To address the deficiency, the eastbound left turn pocket should be extended by 20 feet, for a total storage length of 100 feet. There is an existing raised median and this can be modified to provide the additional storage length. Since the eastbound left turn queues would be contained in the proposed storage length of 100 feet (or less than one vehicle length beyond the turn storage), this would no longer be considered a queuing deficiency. Intersection #15 (Amador Plaza Road / Amador Valley Boulevard) · Westbound Left-Turn o In Opening Year Plus Phase 1 conditions, the westbound left turn queue of 235 feet in the AM peak hour and 207 feet in the PM peak hour extends beyond the available storage length of 150 feet and results in a queuing deficiency. In Cumulative Plus Project conditions, the westbound left turn queue of 295 feet in the AM peak hour and 207 feet in the PM peak hour extends beyond the available storage length of 150 feet and also results in a queuing deficiency. o To address the deficiency, the signal timing should be adjusted to provide a twice per cycle westbound left-turn phase, allowing more green time for the westbound left-turns and thereby reducing the queue. In Opening Year Plus Phase 1 conditions, the recommended improvement would result in a westbound left-turn queue of 124 feet in the AM peak hour and 93 feet in the PM peak hour. In Cumulative Plus Project conditions, the recommended improvement would result in a westbound left-turn queue of 171 feet in the AM peak hour and 112 feet in the PM peak hour. The queue for each time period would be contained within the turn pocket length (or less than one Local Transportation Analysis │Dublin Commons August 2024 │ Final 69 vehicle length beyond the turn storage). Therefore, the queues for this intersection would no longer be considered a queuing deficiency in both scenarios. Intersection #16 (Village Parkway / Amador Valley Boulevard) · Northbound Left-Turn o In Cumulative Plus Project conditions, the northbound left turn queue of 257 feet in the AM peak hour and 376 feet in the PM peak hour extends beyond the available storage length of 125 feet and results in a queuing deficiency. o No mitigation is needed for this location given it is split phasing; since all movements go at the same time, left-turn and right-turn movements do not block the through movements. · Southbound Left-Turn o In Opening Year Plus Phase 1 conditions, the southbound left turn queue of 179 feet in the AM peak hour extends beyond the available storage length of 90 feet. In Cumulative Plus Project conditions, the southbound left turn queue of 182 feet in the AM peak hour extends beyond the available storage length of 90 feet and results in a queuing deficiency. o No mitigation is needed for this location given it is split phasing; since all movements go at the same time, left-turn and right-turn movements do not block the through movements. · Westbound Left-Turn o In Opening Year Plus Phase 1 conditions, the westbound left turn queue of 186 feet in the AM peak hour and 157 feet in the PM peak hour extends beyond the available storage length of 115 feet and results in a queuing deficiency. In Cumulative Plus Project conditions, the westbound left turn queue of 218 feet in the AM peak hour and 261 feet in the PM peak hour extends beyond the available storage length of 115 feet and also results in a queuing deficiency. o No mitigation is needed for this location given it is split phasing; since all movements go at the same time, left-turn and right-turn movements do not block the through movements. · Eastbound Left-Turn o In Opening Year Plus Phase 1 conditions, the eastbound left turn queue of 422 feet in the AM peak hour and 357 feet in the PM peak hour extends beyond the available storage length of 180 feet and results in a queuing deficiency. In Cumulative Plus Project conditions, the eastbound left turn queue of 462 feet in the AM peak hour and 583 feet in the PM peak hour extends beyond the available storage length of 180 feet and also results in a queuing deficiency. o No mitigation is needed for this location given it is split phasing; since all movements go at the same time, left-turn and right-turn movements do not block the through movements. Local Transportation Analysis │Dublin Commons August 2024 │ Final APPENDIX A – TURNING MOVEMENT COUNTS B – VOLUME PROCESSING FOR EXISTING TRAFFIC COUNTS C – EXISTING TRAFFIC CONDITIONS D – INTERNAL CAPTURE REDUCTION CALCULATIONS E – OPENING YEAR TRAFFIC CONDITIONS F – OPENING YEAR PLUS PHASE 1 TRAFFIC CONDITIONS G – CUMULATIVE PLUS PROJECT TRAFFIC CONDITIONS H – ACTC ROADWAY ANALYSIS I – QUEUING SUMMARY J – CROSSWALK WARRANTS K – SYNCHRO IMPROVEMENT OUTPUTS Local Transportation Analysis │Dublin Commons August 2024 │ Final A – Turning Movement Counts www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 0 0 1 0 1 10022100 0 0 Peak Hour 16 0 14 29 59 0 0 0 0 3 3 1 0Count Total 32 0 25 46 103 0 0 0 00000008:45 AM 0 0 3 9 12 0 0 1 0 0 0 0 8:30 AM 6 0 5 5 16 0 0 0 0 2 2 0 0 0 0 0 8:15 AM 4 0 3 9 16 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 6 0 3 6 15 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 6 0 3 2 11 0 0 0 0 0 0 0 0 0 1 7 0 EB WB NB SB Total East 7:45 AM 4 0 5 11 20 0 0 0 --3%HV%-3%-1%- 0 0 7:15 AM 1 0 2 3 6 0 0 0 0 1 1 0 0 West North South 7:00 AM 5 0 1 0 0 372 220 1 0 1,29338700000 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2%0%-1%3%2%--- Peak Hour All 0 412 0 0 0 0 609 321 1 0 0 15 14 59 00000104 409 3,094 0 HV 0 11 0 5 0 Count Total 0 787 0 755 0 0 0 0 1,953 672 5,098 0 736 3,0941005200268107000000 0 275 111 744 3,074 8:45 AM 0 108 0 101 0 0 0 106 51 1 816 2,836 8:30 AM 0 111 0 89 0 0 0 98 56 0 0 360 103000000 0 390 88 798 2,443 8:15 AM 0 102 0 97 0 0 0 68 61 0 716 2,004 8:00 AM 0 91 0 100 0 0 0 79 33 0 0 293 94000000 0 135 73 506 0 7:45 AM 0 109 0 108 0 0 0 54 21 0 423 0 7:30 AM 0 114 0 109 0 0 0 62 30 0 0 121 54000000 0 111 42 359 0 7:15 AM 0 85 0 71 0 0 0 42 17 07:00 AM 0 67 0 80 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start EB I-580 Ramps EB I-580 Ramps Foothill Rd Foothill Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 1.7%0.89 TOTAL 1.9%0.95 TH RT WB -- NB 2.4%0.94 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 2.0%0.96 0 0 0 0 2 0 000 0 0 0 0 0 0 1 N Foothill Rd EB I-580 Ramps EB I-580 Ramps Fo o t h i l l R d EB I-580 Ramps Fo o t h i l l R d 3,094TEV: 0.95PHF: 40 9 1, 2 9 3 0 1, 7 0 3 78 5 1 0 0 0 0 2200 22 0 37 2 0 59 2 1, 6 8 0 0 387 0 412 799 409 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 01000000 0 00 0 0 0 0 0 0 0 0 0 THLT 2002000 3 00000 0 0 0 0 Peak Hour 0 3Count Total 0 200000000 0 2 8:45 AM 0 0 0 0 2 8:30 AM 2002000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 1 07:00 AM RT 59 0 Interval Start EB I-580 Ramps EB I-580 Ramps Foothill Rd Foothill Rd 15-min Total Rolling One Hour 10 4 0 0 15 14000000 RTTHLT RTTHLTRT 0 24 22 103 0 Peak Hour 0 11 0 5 0 0 0 18 7 0Count Total 0 19 0 13 0 0 0 12 59210036000000 0 2 3 16 67 8:45 AM 0 0 0 0 0 0 0 4 1 0 16 62 8:30 AM 0 4 0 2 0 0 0 2 1 0 0 6 3000000 0 4 2 15 52 8:15 AM 0 2 0 2 0 0 0 2 1 0 20 44 8:00 AM 0 5 0 1 0 0 0 3 2 0 0 6 5000000 0 2 0 11 0 7:45 AM 0 2 0 2 0 0 0 3 0 0 6 0 7:30 AM 0 5 0 1 0 0 0 1 1 0 0 0 3000000 0 1 0 7 0 7:15 AM 0 0 0 1 0 0 0 1 0 0 TH RT 7:00 AM 0 1 0 4 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start EB I-580 Ramps EB I-580 Ramps Foothill Rd Foothill Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 1 0 1 1 0 0 3 20145200 0 0 Peak Hour 4 0 11 4 19 0 0 0 2 4 6 3 0Count Total 16 0 21 13 50 0 0 0 00001105:45 PM 2 0 3 1 6 0 0 0 0 0 0 0 5:30 PM 0 0 1 0 1 0 0 0 1 3 4 1 0 0 0 0 5:15 PM 2 0 4 2 8 0 0 0 0 0 0 1 0 0 0 0 5:00 PM 0 0 3 1 4 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 2 0 1 2 5 0 0 0 0 0 0 0 0 0 4 10 0 EB WB NB SB Total East 4:45 PM 5 0 4 2 11 0 0 1 --0%HV%-1%-0%- 0 0 4:15 PM 2 0 2 1 5 0 0 0 1 0 1 0 0 West North South 4:00 PM 3 0 3 0 0 1,217 630 0 0 72031600000 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%--0%0%1%--- Peak Hour All 0 517 0 0 1 0 2,211 1,178 0 0 0 3 1 19 0000038 324 3,724 0 HV 0 3 0 1 0 Count Total 0 979 0 642 0 0 0 0 1,393 573 6,977 0 864 3,7242631480016380000000 0 170 78 932 3,699 5:45 PM 0 132 0 78 0 0 0 310 155 0 964 3,570 5:30 PM 0 146 0 73 0 0 0 333 151 0 0 208 80000000 0 179 86 964 3,412 5:15 PM 0 108 0 84 0 0 0 311 176 0 839 3,253 5:00 PM 0 131 0 81 0 0 0 272 145 0 0 175 61000000 0 152 76 803 0 4:45 PM 0 111 0 75 0 1 0 240 136 0 806 0 4:30 PM 0 115 0 83 0 0 0 248 114 0 0 183 49000000 0 163 63 805 0 4:15 PM 0 119 0 93 0 0 0 234 153 04:00 PM 0 117 0 75 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start EB I-580 Ramps EB I-580 Ramps Foothill Rd Foothill Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.4%0.91 TOTAL 0.5%0.97 TH RT WB -- NB 0.6%0.95 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.5%0.95 0 0 0 0 4 0 010 0 0 0 0 0 0 2 N Foothill Rd EB I-580 Ramps EB I-580 Ramps Fo o t h i l l R d EB I-580 Ramps Fo o t h i l l R d 3,724TEV: 0.97PHF: 32 4 72 0 0 1, 0 4 4 1, 7 3 4 0 0 0 0 0 6300 63 0 1, 2 1 7 0 1, 8 4 7 1, 0 3 6 0 316 0 517 833 324 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00001000 0 00 0 0 0 0 0 0 0 0 0 THLT 5004001 6 00020 0 0 0 1 Peak Hour 0 4Count Total 0 510000000 0 4 5:45 PM 0 0 0 0 4 5:30 PM 4003001 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 1 04:00 PM RT 19 0 Interval Start EB I-580 Ramps EB I-580 Ramps Foothill Rd Foothill Rd 15-min Total Rolling One Hour 3 8 0 0 3 1000000 RTTHLT RTTHLTRT 0 7 6 50 0 Peak Hour 0 3 0 1 0 0 0 8 13 0Count Total 0 13 0 3 0 0 0 6 19210001000000 0 0 0 1 24 5:45 PM 0 2 0 0 0 0 0 0 1 0 8 28 5:30 PM 0 0 0 0 0 0 0 0 4 0 0 2 0000000 0 1 0 4 25 5:15 PM 0 1 0 1 0 0 0 1 2 0 11 31 5:00 PM 0 0 0 0 0 0 0 2 2 0 0 1 1000000 0 0 2 5 0 4:45 PM 0 5 0 0 0 0 0 1 0 0 5 0 4:30 PM 0 1 0 1 0 0 0 2 0 0 0 0 1000000 0 3 1 10 0 4:15 PM 0 1 0 1 0 0 0 0 3 0 TH RT 4:00 PM 0 3 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start EB I-580 Ramps EB I-580 Ramps Foothill Rd Foothill Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 0 0 1 0 1 10202100 0 0 Peak Hour 0 28 27 25 80 0 0 0 2 0 2 1 0Count Total 0 50 41 44 135 0 0 0 00000008:45 AM 0 9 3 7 19 0 2 1 0 0 0 0 8:30 AM 0 2 8 5 15 0 0 2 0 0 0 0 0 0 0 0 8:15 AM 0 10 6 9 25 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 7 7 4 18 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 2 8 6 16 0 0 0 0 0 0 0 0 0 3 9 0 EB WB NB SB Total East 7:45 AM 0 9 6 7 22 0 0 0 --3%HV%----- 0 0 7:15 AM 0 7 1 3 11 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 4 2 18 0 676 92 0 0 7910091406260 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 5%--2%2%2%2%-2% Peak Hour All 0 0 0 976 0 0 1,198 195 0 0 0 15 10 80 001000225 406 3,505 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 1,302 0 0 1,325 893 5,889 0 822 3,50418024002141170154013300 0 209 130 859 3,505 8:45 AM 0 0 0 0 134 0 0 182 38 0 957 3,264 8:30 AM 0 0 0 0 0 166 0 172 25 0 0 182 1090272019700 0 201 86 866 2,813 8:15 AM 0 0 0 0 139 0 0 142 12 0 823 2,385 8:00 AM 0 0 0 0 0 286 0 180 17 0 0 199 810190015600 0 124 147 618 0 7:45 AM 0 0 0 0 88 0 0 129 28 0 506 0 7:30 AM 0 0 0 0 0 102 0 129 28 0 0 104 10206707600 0 92 121 438 0 7:15 AM 0 0 0 0 53 0 0 84 23 07:00 AM 0 0 0 0 0 65 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start WB I-580 Ramps WB I-580 Ramps San Ramon Rd San Ramon Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 2.1%0.88 TOTAL 2.3%0.92 TH RT WB 1.8%0.82 NB 3.5%0.87 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB -- 0 0 0 0 0 0 020 0 0 0 0 0 0 1 N San Ramon Rd WB I-580 Ramps WB I-580 Ramps Sa n R a m o n R d WB I-580 Ramps Sa n R a m o n R d 3,505TEV: 0.92PHF: 40 6 79 1 0 1, 1 9 7 1, 3 0 2 0 626 0 914 1,540 920 92 67 6 0 76 8 1, 7 0 5 0 0 0 0 0 406 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 2000002 2 00020 0 0 0 0 Peak Hour 0 0Count Total 0 200000000 2 2 8:45 AM 0 2 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 80 0 Interval Start WB I-580 Ramps WB I-580 Ramps San Ramon Rd San Ramon Rd 15-min Total Rolling One Hour 22 5 0 0 15 1001801000 RTTHLT RTTHLTRT 0 24 20 135 0 Peak Hour 0 0 0 0 22 0 0 29 12 0Count Total 0 0 0 0 0 28 0 19 77210043060300 0 3 2 15 80 8:45 AM 0 0 0 0 1 0 0 4 4 0 25 81 8:30 AM 0 0 0 0 0 1 0 6 0 0 0 6 3040600 0 3 1 18 67 8:15 AM 0 0 0 0 1 0 0 6 1 0 22 58 8:00 AM 0 0 0 0 0 6 0 6 0 0 0 3 4070200 0 3 3 16 0 7:45 AM 0 0 0 0 1 0 0 4 4 0 11 0 7:30 AM 0 0 0 0 0 1 0 0 1 0 0 2 1020500 0 0 3 9 0 7:15 AM 0 0 0 0 3 0 0 1 1 0 TH RT 7:00 AM 0 0 0 0 0 1 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start WB I-580 Ramps WB I-580 Ramps San Ramon Rd San Ramon Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 1 0 2 1 0 0 4 30246300 0 0 Peak Hour 0 6 7 4 17 0 0 0 4 4 8 4 0Count Total 0 15 21 23 59 0 0 0 00001105:45 PM 0 2 4 1 7 0 0 0 0 0 0 0 5:30 PM 0 3 0 1 4 0 0 0 2 3 5 1 0 0 0 0 5:15 PM 0 1 1 2 4 0 0 0 0 0 0 2 0 0 0 0 5:00 PM 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 2 2 2 6 0 0 1 0 0 0 0 0 0 5 14 0 EB WB NB SB Total East 4:45 PM 0 0 5 8 13 0 1 1 --0%HV%----- 0 0 4:15 PM 0 3 2 4 9 0 0 0 1 0 1 0 0 West North South 4:00 PM 0 4 5 2 0 1,346 385 0 0 8060024506740 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%--0%0%0%1%-1% Peak Hour All 0 0 0 1,284 0 0 2,475 711 0 0 0 1 3 17 0040061 614 4,070 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 479 0 0 1,485 1,204 7,638 0 947 4,0703089000173139066017100 0 197 147 1,033 4,022 5:45 PM 0 0 0 0 193 0 0 360 85 0 1,038 3,870 5:30 PM 0 0 0 0 0 51 0 348 100 0 0 215 155066015400 0 221 173 1,052 3,722 5:15 PM 0 0 0 0 156 0 0 330 110 0 899 3,568 5:00 PM 0 0 0 0 0 62 0 295 85 0 0 157 142061015900 0 181 143 881 0 4:45 PM 0 0 0 0 148 0 0 271 90 0 890 0 4:30 PM 0 0 0 0 0 48 0 286 77 0 0 163 145068015100 0 178 160 898 0 4:15 PM 0 0 0 0 152 0 0 277 74 04:00 PM 0 0 0 0 0 57 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start WB I-580 Ramps WB I-580 Ramps San Ramon Rd San Ramon Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.3%0.90 TOTAL 0.4%0.97 TH RT WB 0.7%0.94 NB 0.4%0.97 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB -- 0 0 0 0 4 0 020 0 0 0 0 0 0 3 N San Ramon Rd WB I-580 Ramps WB I-580 Ramps Sa n R a m o n R d WB I-580 Ramps Sa n R a m o n R d 4,070TEV: 0.97PHF: 61 4 80 6 0 1, 4 2 0 2, 0 2 0 0 674 0 245 919 3850 38 5 1, 3 4 6 0 1, 7 3 1 1, 0 5 1 0 0 0 0 0 614 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00001000 0 00 0 0 0 0 0 0 0 0 0 THLT 6004002 8 00040 0 0 0 1 Peak Hour 0 4Count Total 0 610000000 0 5 5:45 PM 0 0 0 0 6 5:30 PM 5003002 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0000 1 0 4:45 PM 0 1 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 1 04:00 PM RT 17 0 Interval Start WB I-580 Ramps WB I-580 Ramps San Ramon Rd San Ramon Rd 15-min Total Rolling One Hour 6 1 0 0 1 3020400 RTTHLT RTTHLTRT 0 10 13 59 0 Peak Hour 0 0 0 0 11 0 0 15 6 0Count Total 0 0 0 0 0 4 0 7 17310001010100 0 0 1 4 23 5:45 PM 0 0 0 0 3 0 0 0 0 0 4 25 5:30 PM 0 0 0 0 0 0 0 1 0 0 0 1 1010000 0 0 0 2 30 5:15 PM 0 0 0 0 0 0 0 2 0 0 13 42 5:00 PM 0 0 0 0 0 0 0 2 3 0 0 3 5000000 0 1 1 6 0 4:45 PM 0 0 0 0 1 0 0 1 1 0 9 0 4:30 PM 0 0 0 0 0 1 0 1 1 0 0 1 3000300 0 4 1 14 0 4:15 PM 0 0 0 0 3 0 0 5 0 0 TH RT 4:00 PM 0 0 0 0 0 1 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start WB I-580 Ramps WB I-580 Ramps San Ramon Rd San Ramon Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 8 1 0 6 4 6 5 0 30 150101528 19 0 Peak Hour 5 20 26 6 57 0 0 0 1 1 3 8 3Count Total 8 39 44 8 99 1 0 0 00000008:45 AM 3 4 5 1 13 0 1 2 0 3 0 0 8:30 AM 0 2 7 3 12 0 0 1 0 0 0 1 2 3 2 0 8:15 AM 1 8 9 1 19 0 0 0 0 0 0 2 0 0 5 0 8:00 AM 1 6 5 1 13 0 0 0 0 0 0 1 0 0 0 0 7:30 AM 1 4 5 0 10 1 0 0 0 0 0 0 0 1 1 9 0 EB WB NB SB Total East 7:45 AM 1 6 4 1 12 0 1 0 0%3%3%HV%-0%1%1%0% 5 0 7:15 AM 0 6 5 0 11 0 0 0 0 1 1 2 1 West North South 7:00 AM 1 3 4 16 250 513 510 21 114 57827243651776936 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%0%0%1%0%2%4%1%3% Peak Hour All 0 202 165 107 51 378 852 866 32 0 0 5 1 57 02208135 214 3,490 0 HV 0 0 1 4 0 Count Total 1 301 260 487 4 708 255 170 969 281 5,722 0 805 3,4901131452251381801072918267 27 155 68 856 3,451 8:45 AM 0 29 29 83 18 8 61 111 129 3 922 3,192 8:30 AM 0 20 30 68 0 105 53 142 127 5 31 134 8828256162169 31 151 40 907 2,731 8:15 AM 0 47 45 57 17 5 53 147 109 11 766 2,232 8:00 AM 0 106 61 64 2 71 39 125 101 6 25 117 35083309562 12 104 15 597 0 7:45 AM 0 65 32 71 12 2 26 90 98 2 461 0 7:30 AM 1 26 25 58 0 109 17 73 94 1 7 86 90671911620 12 84 8 408 0 7:15 AM 0 3 19 46 6 2 20 51 63 27:00 AM 0 5 19 40 0 84 12 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd San Ramon Rd San Ramon Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.6%0.90 TOTAL 1.6%0.95 TH RT WB 3.3%0.87 NB 2.0%0.91 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 0.8%0.69 0 0 0 0 0 0 001 0 0 0 8 0 2 5 N San Ramon Rd Dublin Blvd Dublin Blvd Sa n R a m o n R d Dublin Blvd Sa n R a m o n R d 3,490TEV: 0.95PHF: 21 4 57 8 11 4 92 7 80 5 21 69 177 365 615 7934 51 0 51 3 25 0 1, 3 0 9 1, 2 5 1 36 272 165 202 639 641 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 010 0 0 0 0000 0 0 0 00 1 THLT 01000000 0 00 0 0 0 0 0 0 0 0 0 THLT 1000010 3 00100 0 0 0 0 Peak Hour 0 1Count Total 0 100000000 1 1 8:45 AM 1 0 0 0 1 8:30 AM 0000000 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 8:00 AM 0000 1 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 1 07:00 AM RT 57 0 Interval Start Dublin Blvd Dublin Blvd San Ramon Rd San Ramon Rd 15-min Total Rolling One Hour 13 5 0 0 5 10162208 RTTHLT RTTHLTRT 0 5 3 99 0 Peak Hour 0 0 1 4 3 0 9 16 19 0Count Total 0 1 2 5 0 32 4 13 57210010031002 0 2 1 12 56 8:45 AM 0 0 0 3 0 0 3 2 2 0 19 54 8:30 AM 0 0 0 0 0 2 0 6 2 0 0 1 0061101 0 1 0 13 46 8:15 AM 0 0 1 0 1 0 2 3 0 0 12 42 8:00 AM 0 0 0 1 0 5 0 2 2 0 0 0 1051000 0 0 0 10 0 7:45 AM 0 0 0 1 0 0 0 0 5 0 11 0 7:30 AM 0 1 0 0 0 4 0 1 4 0 0 0 0041100 0 0 1 9 0 7:15 AM 0 0 0 0 0 0 1 0 3 0 TH RT 7:00 AM 0 0 1 0 0 3 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd San Ramon Rd San Ramon Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 3 10 7 2 7 9 6 2 46 2400128115 27 0 Peak Hour 0 3 5 1 9 0 1 1 1 1 3 15 4Count Total 1 14 16 2 33 0 1 1 00000005:45 PM 0 1 2 0 3 1 1 3 0 3 0 0 5:30 PM 0 1 2 0 3 0 0 0 0 0 1 3 0 6 5 0 5:15 PM 0 1 0 1 2 0 1 0 0 0 0 2 0 0 1 0 5:00 PM 0 0 1 0 1 0 0 0 0 0 0 1 1 3 0 0 4:30 PM 0 2 2 0 4 0 0 0 1 0 1 3 1 6 1 9 0 EB WB NB SB Total East 4:45 PM 0 7 1 0 8 0 0 3 0%0%0%HV%0%0%0%0%- 2 0 4:15 PM 0 1 2 0 3 0 0 0 0 0 0 0 1 West North South 4:00 PM 1 1 6 3 283 886 799 54 154 429256069119613836 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%0%0%0%0%0%0%0% Peak Hour All 5 226 329 271 66 507 1,601 1,523 89 0 0 1 0 9 0000032 106 4,588 0 HV 0 0 0 0 0 Count Total 9 420 598 452 1 1,357 389 306 804 191 8,584 0 1,096 4,588228183535963301717529877 40 110 23 1,149 4,511 5:45 PM 2 38 70 46 32 10 86 236 220 10 1,146 4,344 5:30 PM 2 66 67 73 0 164 10 199 199 16 46 120 26017357381149 33 103 24 1,197 4,192 5:15 PM 1 53 98 60 39 7 71 223 197 23 1,019 3,996 5:00 PM 0 69 94 77 0 183 54 201 179 12 39 85 1601684831555 39 105 19 982 0 4:45 PM 0 55 79 46 39 8 51 154 186 3 994 0 4:30 PM 2 57 64 51 1 151 52 176 179 5 41 95 3101664635762 33 90 19 1,001 0 4:15 PM 1 42 63 45 28 10 56 184 180 154:00 PM 1 40 63 54 0 181 47 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd San Ramon Rd San Ramon Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.1%0.89 TOTAL 0.2%0.96 TH RT WB 0.3%0.93 NB 0.2%0.91 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.0%0.85 0 0 0 1 0 0 000 0 1 0 15 0 1 8 N San Ramon Rd Dublin Blvd Dublin Blvd Sa n R a m o n R d Dublin Blvd Sa n R a m o n R d 4,588TEV: 0.96PHF: 10 6 42 9 15 4 74 3 1, 3 0 4 54 138 196 691 1,025 1,2820 79 9 88 6 28 3 2, 0 0 4 1, 4 1 2 36 256 329 226 816 590 5 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 1 0 000 0 1 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 2000100 3 01010 0 1 0 0 Peak Hour 0 0Count Total 0 200000000 1 2 5:45 PM 0 0 0 0 1 5:30 PM 1000000 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 10000014:15 PM 0 0 0 0 0 0 0 04:00 PM RT 9 0 Interval Start Dublin Blvd Dublin Blvd San Ramon Rd San Ramon Rd 15-min Total Rolling One Hour 3 2 0 0 1 0030000 RTTHLT RTTHLTRT 0 2 0 33 0 Peak Hour 0 0 0 0 0 1 1 3 11 0Count Total 0 0 1 0 0 13 1 3 9200000010000 0 0 0 3 14 5:45 PM 0 0 0 0 0 0 0 0 2 0 2 15 5:30 PM 0 0 0 0 0 1 0 0 0 0 0 1 0010000 0 0 0 1 16 5:15 PM 0 0 0 0 0 0 0 1 0 0 8 24 5:00 PM 0 0 0 0 0 0 0 0 1 0 0 0 0061000 0 0 0 4 0 4:45 PM 0 0 0 0 0 0 0 0 2 0 3 0 4:30 PM 0 0 0 0 0 2 0 0 2 0 0 0 0010000 0 1 0 9 0 4:15 PM 0 0 0 0 0 1 1 0 4 0 TH RT 4:00 PM 0 0 1 0 0 1 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd San Ramon Rd San Ramon Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 3 1 0 3 4 5 2 2 20 131011129 12 1 Peak Hour 10 12 4 5 31 0 0 0 0 1 2 5 2Count Total 28 31 9 6 74 1 1 0 10001108:45 AM 2 3 2 0 7 0 0 0 0 2 0 0 8:30 AM 3 2 1 1 7 0 0 0 0 0 0 0 1 4 3 0 8:15 AM 3 4 1 4 12 0 0 0 0 0 0 1 0 0 1 0 8:00 AM 2 3 0 0 5 0 0 0 0 0 0 2 0 0 0 0 7:30 AM 5 2 2 0 9 1 0 0 0 0 0 1 0 0 0 8 0 EB WB NB SB Total East 7:45 AM 4 6 2 1 13 0 1 0 -2%10%HV%0%2%1%9%14% 2 0 7:15 AM 5 7 1 0 13 0 0 0 0 0 0 1 0 West North South 7:00 AM 4 4 0 3 43 10 29 0 47 1423736442550 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 7%-2%0%4%2%8%2%0% Peak Hour All 49 62 657 77 0 80 14 46 0 0 1 0 4 31 0800112 93 1,567 0 HV 0 1 7 2 1 Count Total 98 97 1,050 64 9 65 755 78 33 146 2,612 0 388 1,567410015429110961408 11 4 26 392 1,477 8:45 AM 12 20 161 4 17 0 13 2 5 0 419 1,378 8:30 AM 6 11 151 10 2 10 124 2 6 0 11 4 193613015011 10 2 19 368 1,219 8:15 AM 16 15 176 5 9 0 11 2 8 0 298 1,045 8:00 AM 15 16 169 4 1 10 92 1 7 0 7 1 15110816012 5 6 17 293 0 7:45 AM 14 9 126 8 4 0 20 0 7 0 260 0 7:30 AM 12 8 115 9 0 7 83 2 3 0 7 6 151585702 12 6 6 194 0 7:15 AM 10 10 95 12 5 0 3 1 0 07:00 AM 13 8 57 12 0 7 64 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Regional St Regional St 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 3.2%0.80 TOTAL 2.0%0.93 TH RT WB 2.2%0.88 NB 4.9%0.93 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 1.3%0.93 0 0 0 0 0 1 000 0 0 0 9 1 2 1 N Regional St Dublin Blvd Dublin Blvd Re g i o n a l S t Dublin Blvd Re g i o n a l S t 1,567TEV: 0.93PHF: 93 14 47 15 4 12 7 0 55 442 36 540 7407 291043 8273 0 23 657 62 791 627 49 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 010 0 0 0 0000 0 0 0 00 1 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 1010000 2 00000 0 0 1 0 Peak Hour 1 0Count Total 0 110000000 0 0 8:45 AM 0 0 0 0 1 8:30 AM 0000000 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0000 1 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 31 0 Interval Start Dublin Blvd Dublin Blvd Regional St Regional St 15-min Total Rolling One Hour 1 2 0 1 0 4138001 RTTHLT RTTHLTRT 2 0 4 74 0 Peak Hour 0 1 7 2 2 0 4 1 4 0Count Total 0 1 19 8 1 6 22 7 31010000111001 0 0 1 7 37 8:45 AM 0 0 2 0 0 0 0 1 0 0 12 39 8:30 AM 0 0 1 2 0 1 1 0 1 0 1 0 3004000 0 0 0 5 40 8:15 AM 0 0 3 0 0 0 0 0 0 0 13 43 8:00 AM 0 1 1 0 0 1 2 0 0 0 1 0 0024002 0 0 0 9 0 7:45 AM 0 0 2 2 0 0 1 0 1 0 13 0 7:30 AM 0 0 5 0 0 0 2 0 1 0 0 0 0015100 0 0 0 8 0 7:15 AM 0 0 1 4 1 0 0 0 0 0 TH RT 7:00 AM 0 0 4 0 0 0 3 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Regional St Regional St 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 6 5 8 6 8 9 3 46 262000789 13 4 Peak Hour 4 2 5 3 14 0 0 0 0 1 1 15 14Count Total 20 9 10 3 42 0 0 2 00000015:45 PM 0 1 1 1 3 0 0 2 3 3 1 1 5:30 PM 3 0 1 1 5 0 0 0 0 0 0 1 3 3 1 0 5:15 PM 1 1 0 0 2 0 0 0 0 0 0 3 2 2 1 0 5:00 PM 0 0 3 1 4 0 0 0 0 1 1 5 1 2 0 1 4:30 PM 3 1 2 0 6 0 0 0 0 0 0 1 3 1 0 6 0 EB WB NB SB Total East 4:45 PM 4 4 1 0 9 0 0 2 -2%0%HV%0%1%0%2%0% 0 1 4:15 PM 5 2 0 0 7 0 0 0 0 0 0 0 0 West North South 4:00 PM 4 0 2 0 122 50 82 0 183 261078577241150 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 4%-1%4%0%0%0%0%0% Peak Hour All 30 135 1,058 215 0 244 94 153 0 0 2 1 0 14 0200203 196 2,893 0 HV 0 2 0 2 0 Count Total 43 262 2,011 210 27 97 1,391 333 65 374 5,519 0 693 2,893132003945841418330036 52 6 46 711 2,856 5:45 PM 5 41 228 18 32 0 24 13 19 0 727 2,825 5:30 PM 8 41 256 28 2 12 172 15 21 0 43 10 4111617429032 49 6 51 762 2,748 5:15 PM 6 34 281 24 24 0 30 9 22 0 656 2,626 5:00 PM 11 19 293 37 1 15 195 15 20 0 45 13 362916321027 38 8 51 680 0 4:45 PM 4 26 245 30 30 0 27 10 18 0 650 0 4:30 PM 2 39 246 21 6 12 172 14 12 0 36 12 486916423034 31 6 43 640 0 4:15 PM 3 31 226 32 26 0 34 5 21 04:00 PM 4 31 236 20 5 10 168 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Regional St Regional St 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.7%0.96 TOTAL 0.5%0.95 TH RT WB 0.2%0.96 NB 2.0%0.92 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.3%0.92 0 0 0 0 0 0 000 0 0 0 9 2 8 7 N Regional St Dublin Blvd Dublin Blvd Re g i o n a l S t Dublin Blvd Re g i o n a l S t 2,893TEV: 0.95PHF: 19 6 26 18 3 40 5 30 0 0 115 724 57 904 1,3318 8250 12 2 25 4 19 0 0 107 1,058 135 1,330 1,072 30 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 1 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 1 00000 0 0 0 0 Peak Hour 0 1Count Total 0 000000000 0 1 5:45 PM 0 0 0 0 1 5:30 PM 0000000 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 1000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 04:00 PM RT 14 0 Interval Start Dublin Blvd Dublin Blvd Regional St Regional St 15-min Total Rolling One Hour 0 3 0 2 1 0002002 RTTHLT RTTHLTRT 2 1 0 42 0 Peak Hour 0 2 0 2 0 0 5 0 5 0Count Total 0 3 9 8 0 1 8 3 14000100001001 0 1 0 5 20 5:45 PM 0 0 0 0 0 0 1 0 0 0 2 21 5:30 PM 0 2 0 1 0 0 0 0 0 0 0 0 0001000 1 0 0 4 26 5:15 PM 0 0 0 1 0 0 0 0 3 0 9 28 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0004001 0 0 0 6 0 4:45 PM 0 0 0 4 0 0 2 0 0 0 7 0 4:30 PM 0 0 2 1 0 0 1 0 0 0 0 0 0011000 0 0 0 6 0 4:15 PM 0 1 3 1 0 0 0 0 2 0 TH RT 4:00 PM 0 0 4 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Regional St Regional St 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 7 1 5 3 3 4 3 27 1330000010 20 6 Peak Hour 11 13 0 1 25 0 0 0 0 0 1 1 0Count Total 28 35 0 4 67 1 0 1 20000008:45 AM 5 2 0 0 7 0 0 0 0 4 0 1 8:30 AM 1 4 0 1 6 0 0 0 0 0 0 0 0 2 3 0 8:15 AM 4 4 0 0 8 0 0 0 0 0 0 0 0 0 4 1 8:00 AM 1 3 0 0 4 0 0 0 0 0 0 0 0 1 0 1 7:30 AM 6 3 0 0 9 1 0 0 0 0 0 1 0 5 1 8 0 EB WB NB SB Total East 7:45 AM 5 5 0 1 11 0 1 0 ---HV%0%5%1%0%- 0 1 7:15 AM 2 11 0 1 14 0 0 0 0 0 0 0 0 West North South 7:00 AM 4 3 0 0 0 0 2 0 1 0101251640 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%-50%2%0%3%0% Peak Hour All 3 41 695 4 0 0 0 3 0 0 0 0 1 25 01300000 2 1,277 0 HV 0 2 9 0 0 Count Total 4 62 1,096 1 1 16 875 1 0 6 2,069 0 310 1,27701000003114200 0 0 2 352 1,194 8:45 AM 0 13 177 0 2 0 0 0 0 0 312 1,061 8:30 AM 1 7 176 0 0 3 161 0 1 0 1 0 005137000 0 0 0 303 949 8:15 AM 1 3 163 1 0 0 0 0 0 0 227 792 8:00 AM 1 18 179 0 0 1 104 0 1 0 0 0 11093000 0 0 1 219 0 7:45 AM 0 8 123 0 0 0 0 0 0 0 200 0 7:30 AM 1 2 117 0 0 3 95 0 0 0 0 0 10098000 0 0 1 146 0 7:15 AM 0 6 95 0 0 0 0 0 0 07:00 AM 0 5 66 0 0 1 73 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Spruce St Spruce St 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 33.3%0.38 TOTAL 2.0%0.91 TH RT WB 2.4%0.80 NB 0.0%0.50 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 1.5%0.93 0 0 0 0 0 0 000 0 0 0 10 3 0 0 N Spruce St Dublin Blvd Dublin Blvd Sp r u c e S t Dublin Blvd Sp r u c e S t 1,277TEV: 0.91PHF: 2 0 1 3 45 0 4 516 12 532 6980 200 213 0 1 695 41 740 521 3 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 010 0 0 0 0000 0 0 0 00 1 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 1 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 1 8:30 AM 0000000 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0000 1 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 25 0 Interval Start Dublin Blvd Dublin Blvd Spruce St Spruce St 15-min Total Rolling One Hour 0 0 0 0 0 10013000 RTTHLT RTTHLTRT 0 0 4 67 0 Peak Hour 0 2 9 0 0 0 0 0 0 0Count Total 0 3 25 0 0 0 35 7 25000000002000 0 0 1 6 29 8:45 AM 0 1 4 0 0 0 0 0 0 0 8 32 8:30 AM 0 0 1 0 0 0 4 0 0 0 0 0 0004000 0 0 0 4 38 8:15 AM 0 1 3 0 0 0 0 0 0 0 11 42 8:00 AM 0 0 1 0 0 0 3 0 0 0 0 0 1005000 0 0 0 9 0 7:45 AM 0 1 4 0 0 0 0 0 0 0 14 0 7:30 AM 0 0 6 0 0 0 3 0 0 0 0 0 10011000 0 0 1 8 0 7:15 AM 0 0 2 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 4 0 0 0 3 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Spruce St Spruce St 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 2 6 3 8 6 7 7 41 23121050110 19 20 Peak Hour 8 8 1 0 17 3 1 1 1 0 5 0 2Count Total 20 13 1 1 35 3 1 3 30000005:45 PM 2 1 0 0 3 0 0 0 0 3 4 1 5:30 PM 0 1 0 0 1 0 0 0 1 0 2 0 1 4 3 5 5:15 PM 2 1 0 0 3 1 0 1 0 0 1 0 0 0 1 2 5:00 PM 3 2 1 0 6 0 1 0 0 0 1 0 0 2 4 1 4:30 PM 2 1 0 0 3 1 0 0 0 0 0 0 0 1 1 8 0 EB WB NB SB Total East 4:45 PM 1 4 0 0 5 0 1 0 ---HV%0%0%1%0%0% 2 0 4:15 PM 4 2 0 0 6 0 0 0 0 0 0 0 0 West North South 4:00 PM 6 1 0 0 0 0 42 0 0 0838485050 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2%---0%1%0%1%0% Peak Hour All 3 53 1,297 11 0 0 0 66 0 0 0 0 0 17 0800001 2 2,347 0 HV 0 0 8 0 0 Count Total 5 97 2,431 17 7 171 1,683 0 0 6 4,494 0 545 2,335030000027219200 0 0 2 565 2,340 5:45 PM 1 16 275 2 3 0 0 0 4 0 604 2,347 5:30 PM 0 16 297 2 1 13 227 0 9 0 0 0 0124207100 0 0 0 621 2,249 5:15 PM 1 15 345 1 4 0 0 0 13 0 550 2,159 5:00 PM 1 8 345 3 1 18 228 0 8 0 0 0 2117200000 0 0 0 572 0 4:45 PM 0 15 306 1 0 0 0 0 12 0 506 0 4:30 PM 1 15 301 3 0 25 215 0 13 0 0 0 0321192100 0 0 2 531 0 4:15 PM 0 8 265 3 0 0 0 0 4 04:00 PM 1 4 297 2 0 26 195 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Spruce St Spruce St 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.25 TOTAL 0.7%0.94 TH RT WB 0.8%0.94 NB 2.4%0.81 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 0.6%0.94 1 2 0 0 0 0 001 0 1 0 10 12 1 0 N Spruce St Dublin Blvd Dublin Blvd Sp r u c e S t Dublin Blvd Sp r u c e S t 2,347TEV: 0.94PHF: 2 0 0 2 58 0 5 850 84 942 1,3423 4200 4292 0 8 1,297 53 1,361 855 3 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 120 0 1 0 120 0 1 0 0000 0 0 1 00 0 THLT 00000000 1 00 0 0 0 1 0 0 0 0 0 THLT 5000010 5 00100 0 0 0 0 Peak Hour 0 0Count Total 0 300000000 0 4 5:45 PM 0 0 0 0 5 5:30 PM 2000010 1 3 5:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 2 5:00 PM 1000 1 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 04:00 PM RT 17 0 Interval Start Dublin Blvd Dublin Blvd Spruce St Spruce St 15-min Total Rolling One Hour 0 1 0 0 0 0008000 RTTHLT RTTHLTRT 0 0 1 35 0 Peak Hour 0 0 8 0 0 0 0 0 1 0Count Total 0 2 18 0 0 0 13 3 13000000001000 0 0 0 1 15 5:45 PM 0 1 1 0 0 0 0 0 0 0 3 17 5:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 0001000 0 0 0 6 20 5:15 PM 0 0 2 0 0 0 0 0 1 0 5 22 5:00 PM 0 0 3 0 0 0 2 0 0 0 0 0 0004000 0 0 0 3 0 4:45 PM 0 0 1 0 0 0 0 0 0 0 6 0 4:30 PM 0 0 2 0 0 0 1 0 0 0 0 0 0002000 0 0 1 8 0 4:15 PM 0 1 3 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 6 0 0 0 1 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Spruce St Spruce St 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 5 9 5 10 9 10 4 9 61 3200237205 14 3 Peak Hour 9 12 11 0 32 1 0 0 1 4 7 10 34Count Total 24 27 29 0 80 2 5 0 00001148:45 AM 4 2 1 0 7 0 0 0 3 1 0 0 8:30 AM 1 3 3 0 7 0 0 0 0 0 1 2 5 3 1 0 8:15 AM 3 5 3 0 11 1 0 0 0 1 1 1 7 4 4 1 8:00 AM 1 2 4 0 7 0 0 0 0 0 0 1 3 1 0 1 7:30 AM 6 3 4 0 13 1 0 1 0 0 0 1 4 3 0 13 0 EB WB NB SB Total East 7:45 AM 3 2 5 0 10 0 2 1 -6%0%HV%0%0%1%3%0% 1 1 7:15 AM 2 6 4 0 12 0 0 0 0 2 2 0 3 West North South 7:00 AM 4 4 5 3 71 4 81 0 11 9152256442230 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 9%-0%0%0%2%5%2%9% Peak Hour All 1 45 495 31 0 143 10 149 0 0 0 0 0 32 0720407 17 1,409 0 HV 0 0 5 4 0 Count Total 1 57 806 234 4 88 735 13 14 17 2,302 0 353 1,40921805251211038012 2 2 8 370 1,319 8:45 AM 1 19 119 37 6 0 19 0 22 0 374 1,198 8:30 AM 0 9 129 39 0 10 124 2 22 0 1 3 31141385018 3 2 1 312 1,037 8:15 AM 0 8 125 34 4 0 22 0 19 0 263 893 8:00 AM 0 9 122 42 0 11 77 0 16 0 1 2 0116802017 0 1 0 249 0 7:45 AM 0 7 99 22 4 0 19 2 23 0 213 0 7:30 AM 0 3 87 26 0 7 77 3 13 0 0 2 005731021 1 0 0 168 0 7:15 AM 0 1 73 21 1 0 15 1 16 07:00 AM 0 1 52 13 1 4 63 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Golden Gate Dr Golden Gate Dr 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.0%0.77 TOTAL 2.3%0.94 TH RT WB 2.3%0.83 NB 7.1%0.93 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 1.3%0.98 0 1 0 0 2 0 000 0 0 0 5 0 20 7 N Golden Gate Dr Dublin Blvd Dublin Blvd Go l d e n G a t e D r Dublin Blvd Go l d e n G a t e D r 1,409TEV: 0.94PHF: 17 9 11 37 72 0 23 442 56 523 5892 81471 15 6 21 7 0 152 495 45 693 531 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 1 0 0 0 0 0 0 0 010 0 0 0 110 0 0 0 0000 0 0 1 00 0 THLT 02000000 0 00 0 0 0 0 0 0 0 0 0 THLT 3002000 7 00001 0 0 0 1 Peak Hour 0 4Count Total 0 310000000 0 2 8:45 AM 0 0 0 0 4 8:30 AM 1000000 1 3 8:15 AM 0 0 0 0 1 0 0 0 0 0 0 0 4 8:00 AM 0000 2 0 7:45 AM 0 0 1 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 2 07:00 AM RT 32 0 Interval Start Dublin Blvd Dublin Blvd Golden Gate Dr Golden Gate Dr 15-min Total Rolling One Hour 0 7 0 0 0 0037204 RTTHLT RTTHLTRT 0 0 0 80 0 Peak Hour 0 0 5 4 2 0 13 0 16 0Count Total 0 0 11 13 0 8 17 7 32010000011000 0 0 0 7 35 8:45 AM 0 0 3 1 1 0 1 0 2 0 11 41 8:30 AM 0 0 0 1 0 0 2 0 2 0 0 0 0023001 0 0 0 7 42 8:15 AM 0 0 2 1 1 0 2 0 2 0 10 48 8:00 AM 0 0 0 1 0 0 1 0 1 0 0 0 0011004 0 0 0 13 0 7:45 AM 0 0 2 1 0 0 1 0 3 0 12 0 7:30 AM 0 0 0 6 0 2 1 0 1 0 0 0 0015003 0 0 0 13 0 7:15 AM 0 0 1 1 0 0 1 0 4 0 TH RT 7:00 AM 0 0 3 1 0 1 3 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Golden Gate Dr Golden Gate Dr 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 15 15 24 16 17 22 29 34 172 791451723339 25 34 Peak Hour 6 11 5 1 23 1 0 0 7 2 10 45 68Count Total 15 17 9 1 42 1 10 7 600000115:45 PM 1 2 1 0 4 1 2 8 11 6 4 3 5:30 PM 0 0 1 0 1 0 0 1 0 1 1 3 10 6 1 5 5:15 PM 2 3 1 0 6 0 0 0 1 0 1 3 8 7 0 2 5:00 PM 2 0 1 0 3 0 1 0 0 0 1 7 8 2 4 4 4:30 PM 2 2 2 1 7 0 0 4 1 0 1 2 8 1 0 9 0 EB WB NB SB Total East 4:45 PM 0 6 1 0 7 0 4 10 -1%0%HV%0%0%0%1%0% 2 6 4:15 PM 1 3 1 0 5 0 0 0 0 0 0 1 6 West North South 4:00 PM 7 1 1 5 119 27 143 0 47 201111680738620 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 3%-0%5%0%1%6%1%0% Peak Hour All 14 136 1,080 109 0 237 40 254 0 0 0 1 0 23 0600104 62 2,655 0 HV 0 0 5 1 0 Count Total 22 247 2,025 236 44 135 1,487 83 32 107 5,058 0 596 2,586421051147152027027 12 6 13 627 2,622 5:45 PM 4 39 221 29 14 0 35 6 37 0 660 2,655 5:30 PM 1 22 239 39 6 12 185 5 33 0 14 7 1391416910035 12 5 20 703 2,579 5:15 PM 6 35 279 31 7 0 20 7 38 0 632 2,472 5:00 PM 4 37 288 26 3 18 218 3 33 0 11 2 1222416828030 10 6 17 660 0 4:45 PM 1 30 260 28 17 0 34 12 39 0 584 0 4:30 PM 3 34 253 26 2 24 183 2 30 0 13 3 7101118018025 6 2 11 596 0 4:15 PM 2 23 230 30 8 0 31 1 23 04:00 PM 1 27 255 27 5 17 182 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Golden Gate Dr Golden Gate Dr 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.8%0.87 TOTAL 0.9%0.94 TH RT WB 1.2%0.91 NB 1.7%0.85 Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 0.4%0.94 0 1 0 0 1 0 131 0 0 0 9 14 33 23 N Golden Gate Dr Dublin Blvd Dublin Blvd Go l d e n G a t e D r Dublin Blvd Go l d e n G a t e D r 2,655TEV: 0.94PHF: 62 20 47 12 9 22 5 0 62 738 80 896 1,28616 14 327 11 9 28 9 21 1 0 111 1,080 136 1,341 933 14 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 0 0 0 010 0 0 0 0000 0 0 0 00 0 THLT 00000000 1 00 0 0 0 0 0 0 0 0 0 THLT 7101013 10 00241 1 0 0 0 Peak Hour 0 2Count Total 0 400000000 2 5 5:45 PM 1 0 0 0 7 5:30 PM 1001000 1 7 5:15 PM 1 0 0 0 0 0 0 0 0 0 0 0 6 5:00 PM 1000 4 0 4:45 PM 0 3 1 0 0 4:30 PM 10000014:15 PM 0 0 0 0 0 0 0 04:00 PM RT 23 0 Interval Start Dublin Blvd Dublin Blvd Golden Gate Dr Golden Gate Dr 15-min Total Rolling One Hour 0 4 0 0 1 0056001 RTTHLT RTTHLTRT 0 1 0 42 0 Peak Hour 0 0 5 1 0 0 1 0 8 0Count Total 0 0 12 3 0 7 10 4 14010000011000 0 0 0 1 17 5:45 PM 0 0 1 0 0 0 0 0 1 0 6 23 5:30 PM 0 0 0 0 0 0 0 0 1 0 0 0 0021000 0 0 0 3 22 5:15 PM 0 0 2 0 0 0 0 0 1 0 7 28 5:00 PM 0 0 2 0 0 0 0 0 1 0 0 0 0024000 0 1 0 7 0 4:45 PM 0 0 0 0 0 0 1 0 1 0 5 0 4:30 PM 0 0 1 1 0 1 1 0 1 0 0 0 0012000 0 0 0 9 0 4:15 PM 0 0 1 0 0 0 0 0 1 0 TH RT 4:00 PM 0 0 5 2 0 0 1 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Golden Gate Dr Golden Gate Dr 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 8 7 5 4 7 4 6 4 45 2131362610 17 6 Peak Hour 14 14 15 6 49 2 0 1 1 4 10 6 16Count Total 29 33 24 13 99 4 1 3 00000008:45 AM 4 2 4 1 11 0 0 0 3 3 0 0 8:30 AM 4 4 7 1 16 0 0 0 1 2 5 1 1 2 2 3 8:15 AM 4 5 1 4 14 2 0 0 0 1 1 1 1 1 1 0 8:00 AM 2 3 3 0 8 0 0 0 0 0 0 2 3 2 0 1 7:30 AM 3 3 1 2 9 1 0 0 0 1 1 0 4 2 2 15 1 EB WB NB SB Total East 7:45 AM 3 4 4 2 13 0 1 0 -1%7%HV%-1%3%2%2% 2 2 7:15 AM 2 9 1 1 13 0 0 1 0 0 2 2 2 West North South 7:00 AM 7 3 3 1 70 87 262 0 77 12965841814341820 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 3%-5%0%8%2%1%2%1% Peak Hour All 0 77 447 234 0 110 144 411 0 0 4 0 2 49 0920168 26 2,121 0 HV 0 1 12 1 2 Count Total 1 147 721 99 134 319 711 108 210 41 3,390 0 461 2,12112530111810223810221025 27 38 8 549 2,048 8:45 AM 0 17 116 16 26 0 18 31 65 0 586 1,831 8:30 AM 0 14 113 20 28 43 118 19 73 0 26 40 5195012660019 13 33 3 525 1,535 8:15 AM 0 25 112 12 75 0 8 25 71 0 388 1,269 8:00 AM 0 21 106 17 15 50 88 19 52 0 10 20 415398518011 11 25 6 332 0 7:45 AM 1 21 85 8 13 0 11 18 36 0 290 0 7:30 AM 0 16 81 11 14 23 67 10 31 0 3 20 31041671209 7 16 2 259 0 7:15 AM 0 19 59 6 9 0 9 10 30 07:00 AM 0 14 49 9 11 35 58 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 2.6%0.79 TOTAL 2.3%0.90 TH RT WB 1.6%0.86 NB 3.6%0.92 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 2.4%0.99 0 2 0 0 3 0 100 0 0 0 10 3 6 2 N Amador Plaza Rd Dublin Blvd Dublin Blvd Am a d o r P l a z a Rd Dublin Blvd Am a d o r P l a z a Rd 2,121TEV: 0.9PHF: 26 12 9 77 23 2 34 6 0 182 434 181 881 87084 26 28770 41 9 37 5 0 65 447 77 589 530 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 1 0 0 0 0 0 0 0 020 0 0 0 130 1 0 0 1100 0 0 0 00 1 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 6103000 10 00001 0 0 0 0 Peak Hour 0 4Count Total 0 600000000 0 6 8:45 AM 0 0 0 0 7 8:30 AM 5102000 1 3 8:15 AM 0 0 0 0 2 0 0 0 0 0 0 0 4 8:00 AM 0000 1 0 7:45 AM 0 0 0 0 0 7:30 AM 10010007:15 AM 0 0 0 0 0 0 2 07:00 AM RT 49 0 Interval Start Dublin Blvd Dublin Blvd Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One Hour 6 8 0 4 0 2219201 RTTHLT RTTHLTRT 10 0 3 99 0 Peak Hour 0 1 12 1 2 0 3 9 12 0Count Total 0 2 24 3 3 7 21 11 49130001001100 1 0 0 16 51 8:45 AM 0 1 2 1 0 0 0 4 3 0 14 44 8:30 AM 0 0 4 0 1 0 3 0 1 0 3 0 1004100 0 0 0 8 43 8:15 AM 0 0 4 0 0 0 1 1 1 0 13 50 8:00 AM 0 0 2 0 1 1 1 1 3 0 2 0 0022000 2 0 0 9 0 7:45 AM 0 0 3 0 0 0 0 1 0 0 13 0 7:30 AM 0 0 3 0 1 0 2 1 0 0 0 0 1036000 2 0 0 15 0 7:15 AM 0 0 2 0 0 0 2 0 1 0 TH RT 7:00 AM 0 1 4 2 0 1 2 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 10 12 19 12 9 13 20 9 104 54922581621 39 26 Peak Hour 13 11 11 2 37 1 0 0 2 2 6 15 24Count Total 28 22 19 4 73 2 1 5 30000005:45 PM 3 1 3 0 7 0 0 2 6 6 6 1 5:30 PM 1 2 2 0 5 0 0 0 1 2 3 3 4 5 6 0 5:15 PM 4 3 6 0 13 0 0 0 1 0 1 1 2 4 4 2 5:00 PM 4 2 1 0 7 0 1 0 0 0 1 2 6 8 3 4 4:30 PM 2 3 0 2 7 1 0 0 0 0 0 3 1 4 0 13 0 EB WB NB SB Total East 4:45 PM 4 4 2 2 12 0 1 2 -2%3%HV%0%1%1%0%1% 1 7 4:15 PM 3 3 3 0 9 0 0 0 0 0 0 2 0 West North South 4:00 PM 7 4 2 0 114 152 280 0 198 120104931847111900 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%-1%0%1%1%0%1%1% Peak Hour All 4 176 981 363 0 231 291 537 0 0 1 0 1 37 0820254 78 3,385 0 HV 0 2 11 0 1 Count Total 5 329 1,830 216 171 347 1,423 372 245 142 6,502 0 749 3,31230540473216254018048029 70 27 23 853 3,385 5:45 PM 0 40 177 31 50 0 30 45 66 0 839 3,347 5:30 PM 1 44 228 29 23 49 168 43 75 0 35 41 19324216244026 51 26 20 871 3,294 5:15 PM 1 47 248 24 50 0 29 28 64 0 822 3,190 5:00 PM 1 37 271 26 14 54 200 36 75 0 42 26 16243918146029 48 32 14 815 0 4:45 PM 1 48 234 25 43 0 25 35 75 0 786 0 4:30 PM 0 36 236 27 12 46 186 43 67 0 36 30 22203917144029 43 31 12 767 0 4:15 PM 0 37 220 28 38 0 34 31 61 04:00 PM 1 40 216 26 21 38 175 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.5%0.83 TOTAL 1.1%0.97 TH RT WB 0.9%0.93 NB 2.0%0.95 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 1.0%0.94 0 1 0 0 2 0 020 0 0 0 21 9 16 8 N Amador Plaza Rd Dublin Blvd Dublin Blvd Am a d o r P l a z a Rd Dublin Blvd Am a d o r P l a z a Rd 3,385TEV: 0.97PHF: 78 12 0 19 8 39 6 51 8 0 190 711 184 1,178 1,55293 28 0 15 2 11 4 54 6 40 8 0 104 981 176 1,265 907 4 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 0 0 0 020 0 0 0 0000 0 0 0 00 1 THLT 00000000 1 00 0 0 0 0 0 0 0 0 0 THLT 5002002 6 00020 0 0 0 0 Peak Hour 0 2Count Total 0 400000000 0 5 5:45 PM 0 0 0 0 6 5:30 PM 3002001 1 3 5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 1000 1 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 04:00 PM RT 37 0 Interval Start Dublin Blvd Dublin Blvd Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One Hour 5 4 0 1 0 1108202 RTTHLT RTTHLTRT 2 0 2 73 0 Peak Hour 0 2 11 0 5 0 4 6 9 0Count Total 0 2 23 3 1 2 14 7 32020000001001 0 0 0 5 37 5:45 PM 0 0 2 1 0 0 0 1 1 0 13 39 5:30 PM 0 0 1 0 1 0 1 4 1 0 0 0 0002101 0 0 0 7 35 5:15 PM 0 2 2 0 0 0 0 0 1 0 12 41 5:00 PM 0 0 4 0 0 0 2 0 1 0 1 0 1003101 1 0 1 7 0 4:45 PM 0 0 4 0 2 0 0 0 0 0 9 0 4:30 PM 0 0 2 0 0 0 1 0 2 0 0 0 0002101 0 0 0 13 0 4:15 PM 0 0 2 1 0 0 0 1 1 0 TH RT 4:00 PM 0 0 6 1 0 2 2 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 2 5 4 7 2 3 3 28 165000326 15 6 Peak Hour 23 35 2 2 62 0 0 1 0 0 1 4 3Count Total 40 57 4 14 115 0 1 2 00000008:45 AM 3 5 0 2 10 0 0 1 0 2 0 2 8:30 AM 9 9 0 1 19 0 0 0 0 0 0 0 0 0 1 3 8:15 AM 6 8 0 1 15 0 0 0 0 0 0 2 1 1 3 0 8:00 AM 2 12 2 0 16 0 0 0 0 0 0 0 0 3 1 0 7:30 AM 5 7 0 1 13 0 0 0 0 0 0 0 0 2 6 19 0 EB WB NB SB Total East 7:45 AM 6 6 0 0 12 0 0 1 -5%14%HV%0%0%4%2%0% 2 0 7:15 AM 2 4 2 3 11 0 0 1 0 0 1 0 0 West North South 7:00 AM 7 6 0 4 22 7 1 8 484 8518651196606890 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%0%2%0%2%3%3%2% Peak Hour All 26 125 465 870 0 48 15 6 18 0 0 2 0 62 018130110 153 3,035 0 HV 0 0 20 3 0 Count Total 53 185 812 296 9 211 1,041 697 162 230 4,653 0 622 3,02941412219173251537602 163 27 42 725 3,035 8:45 AM 6 25 136 29 60 0 5 2 0 1 856 2,699 8:30 AM 5 28 152 48 2 44 146 2 0 3 142 21 4903021317807 111 22 34 826 2,158 8:15 AM 6 28 120 57 250 0 7 3 0 1 628 1,624 8:00 AM 10 46 104 40 0 15 183 0 1 3 68 15 2833011820103 35 22 17 389 0 7:45 AM 5 23 89 41 51 0 5 3 2 1 315 0 7:30 AM 7 18 89 34 1 30 74 0 1 1 31 16 200227936012 25 20 23 292 0 7:15 AM 8 11 56 22 18 0 7 1 1 47:00 AM 6 6 66 25 0 15 75 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Village Pkwy Village Pkwy 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.3%0.78 TOTAL 2.0%0.89 TH RT WB 2.4%0.82 NB 6.7%0.75 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 2.9%0.86 0 0 0 0 0 0 000 0 0 0 6 5 2 3 N Village Pkwy Dublin Blvd Dublin Blvd Vi l l a g e P k w y Dublin Blvd Vi l l a g e P k w y 3,035TEV: 0.89PHF: 15 3 85 48 4 73 0 82 9 8 689 660 119 1,473 9555 1722 3039 0 0 186 465 125 802 861 26 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 1 0 0000 0 0 0 00 0 THLT 00000001 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 1 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 1 07:00 AM RT 62 0 Interval Start Dublin Blvd Dublin Blvd Village Pkwy Village Pkwy 15-min Total Rolling One Hour 1 0 0 0 2 004181301 RTTHLT RTTHLTRT 2 9 2 115 0 Peak Hour 0 0 20 3 15 0 3 1 0 1Count Total 0 0 34 6 0 7 35 10 60000200023000 0 1 0 19 62 8:45 AM 0 0 3 0 1 0 0 0 0 0 15 56 8:30 AM 0 0 7 2 0 2 6 0 0 0 0 1 0005300 0 0 0 16 52 8:15 AM 0 0 6 0 8 0 1 1 0 0 12 55 8:00 AM 0 0 2 0 0 1 3 0 0 0 0 0 0014100 0 1 0 13 0 7:45 AM 0 0 5 1 2 0 0 0 0 0 11 0 7:30 AM 0 0 4 1 0 0 5 0 0 0 0 2 1004002 0 4 1 19 0 7:15 AM 0 0 2 0 0 0 0 0 0 1 TH RT 7:00 AM 0 0 5 2 0 1 5 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Village Pkwy Village Pkwy 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 8 2 13 9 6 7 11 14 70 3350016418 30 17 Peak Hour 12 10 4 5 31 0 1 2 0 0 2 11 12Count Total 24 28 6 12 70 0 3 3 50000035:45 PM 1 1 0 1 3 0 0 2 2 4 3 0 5:30 PM 3 2 0 2 7 0 0 0 0 0 1 1 0 6 4 0 5:15 PM 2 3 0 0 5 0 1 0 0 0 0 0 2 0 4 2 5:00 PM 4 2 3 2 11 0 0 0 0 0 0 3 2 5 5 0 4:30 PM 3 6 0 1 10 0 0 0 0 0 0 0 0 2 3 16 0 EB WB NB SB Total East 4:45 PM 3 3 1 1 8 0 0 1 -2%8%HV%0%0%1%1%8% 2 2 4:15 PM 2 5 1 2 10 0 0 1 0 0 1 1 3 West North South 4:00 PM 6 6 1 1 81 24 9 29 429 102252131508763730 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%0%3%0%1%1%1%0% Peak Hour All 41 202 1,018 724 1 134 46 26 54 0 2 3 0 31 0710220 187 3,786 0 HV 0 0 10 2 1 Count Total 84 390 1,884 493 31 276 1,698 828 177 365 7,211 0 807 3,7091251031345112119687012 135 27 56 970 3,786 5:45 PM 9 41 220 41 91 0 18 4 3 7 973 3,718 5:30 PM 8 47 256 66 1 26 225 10 2 8 104 31 39552212101014 107 19 52 959 3,583 5:15 PM 7 54 282 52 94 0 36 6 1 9 884 3,502 5:00 PM 19 49 254 64 4 34 211 4 3 5 83 25 4033822887013 119 20 41 902 0 4:45 PM 7 52 226 70 86 1 20 7 6 7 838 0 4:30 PM 11 52 202 85 3 26 216 9 4 9 95 22 462341909107 82 20 46 878 0 4:15 PM 6 47 213 63 87 0 14 5 5 44:00 PM 17 48 231 52 2 45 220 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Village Pkwy Village Pkwy 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.7%0.83 TOTAL 0.8%0.97 TH RT WB 0.7%0.95 NB 3.5%0.66 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 0.8%0.96 0 0 0 0 0 0 000 0 1 0 18 5 4 6 N Village Pkwy Dublin Blvd Dublin Blvd Vi l l a g e P k w y Dublin Blvd Vi l l a g e P k w y 3,786TEV: 0.97PHF: 18 7 10 2 42 9 74 7 62 8 29 373 876 150 1,412 1,46913 92481 11 4 50 4 0 252 1,018 202 1,513 1,185 41 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 1 0 000 0 1 1 0000 0 0 0 00 0 THLT 00000010 0 00 0 0 0 0 0 0 0 0 0 THLT 1000000 2 00000 0 0 0 0 Peak Hour 0 0Count Total 0 100000000 0 1 5:45 PM 0 0 0 0 1 5:30 PM 1000000 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 1 04:00 PM RT 31 0 Interval Start Dublin Blvd Dublin Blvd Village Pkwy Village Pkwy 15-min Total Rolling One Hour 2 0 0 2 3 0117102 RTTHLT RTTHLTRT 6 5 1 70 0 Peak Hour 0 0 10 2 4 0 2 3 1 0Count Total 0 0 21 3 1 4 19 3 26000100001000 1 1 0 7 31 5:45 PM 0 0 1 0 1 0 0 0 0 0 5 34 5:30 PM 0 0 3 0 0 0 1 0 0 0 0 0 0003000 1 1 0 11 39 5:15 PM 0 0 2 0 0 0 1 2 0 0 8 44 5:00 PM 0 0 2 2 0 1 1 0 0 0 0 1 0102001 1 0 0 10 0 4:45 PM 0 0 3 0 1 0 0 0 0 0 10 0 4:30 PM 0 0 3 0 0 0 5 1 0 0 1 1 0013100 1 1 1 16 0 4:15 PM 0 0 2 0 1 0 0 0 1 0 TH RT 4:00 PM 0 0 5 1 0 2 3 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Village Pkwy Village Pkwy 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 2 3 2 5 2 5 2 22 1410010211 14 1 Peak Hour 37 42 55 21 155 1 0 0 0 0 1 1 6Count Total 66 72 102 46 286 1 2 0 00000008:45 AM 7 14 9 8 38 0 0 0 1 4 0 1 8:30 AM 11 13 21 3 48 0 0 0 0 0 0 0 0 1 4 0 8:15 AM 8 8 11 6 33 0 0 0 0 0 0 0 1 0 2 0 8:00 AM 9 6 14 6 35 0 1 0 0 0 1 0 1 2 0 0 7:30 AM 7 10 10 9 36 0 0 0 0 0 0 0 1 1 5 24 0 EB WB NB SB Total East 7:45 AM 9 15 9 6 39 0 0 0 -2%4%HV%0%1%3%5%8% 0 0 7:15 AM 8 2 20 3 33 0 0 0 0 0 0 1 0 West North South 7:00 AM 7 4 8 10 726 689 404 3 320 1,306462123589383110 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2%0%1%1%0%3%3%2%4% Peak Hour All 4 73 481 462 0 1,203 1,354 688 6 0 3 18 0 155 018130162910 90 6,177 0 HV 0 1 14 22 1 Count Total 6 110 723 722 20 606 1,277 534 2,382 137 10,230 0 1,393 6,0931847627734716479143470161 91 288 19 1,477 6,177 8:45 AM 0 16 148 93 54 0 130 162 99 0 1,579 5,722 8:30 AM 0 26 207 154 6 88 153 185 101 1 80 375 25498199790177 80 324 28 1,644 5,061 8:15 AM 0 21 106 128 87 0 220 160 110 2 1,477 4,137 8:00 AM 1 16 109 94 0 79 334 182 94 0 69 319 18293252910199 57 273 11 1,022 0 7:45 AM 3 10 59 86 56 0 114 175 81 1 918 0 7:30 AM 1 7 40 62 0 59 85 176 57 0 46 269 826363300116 34 187 12 720 0 7:15 AM 0 7 25 56 18 0 86 130 70 07:00 AM 1 7 29 49 2 47 48 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Dougherty Rd Dougherty Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 1.2%0.89 TOTAL 2.5%0.94 TH RT WB 2.6%0.81 NB 3.0%0.93 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 3.6%0.66 0 1 0 0 0 0 000 0 0 0 11 1 2 0 N Dougherty Rd Dublin Blvd Dublin Blvd Do u g h e r t y R d Dublin Blvd Do u g h e r t y R d 6,177TEV: 0.94PHF: 90 1, 3 0 6 32 0 1, 7 1 9 1, 0 7 6 3 311 938 358 1,619 1,21712 40 4 68 9 72 6 1, 8 1 9 2, 1 2 6 0 462 481 73 1,020 1,758 4 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 0 0 0 010 0 0 0 0000 0 0 0 00 0 THLT 00000000 1 00 0 0 0 0 0 0 0 0 0 THLT 1000000 1 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 1 8:45 AM 0 0 0 0 1 8:30 AM 0000000 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 1000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 155 0 Interval Start Dublin Blvd Dublin Blvd Dougherty Rd Dougherty Rd 15-min Total Rolling One Hour 29 10 0 3 18 01101813016 RTTHLT RTTHLTRT 8 36 1 286 0 Peak Hour 0 1 14 22 18 0 30 52 20 1Count Total 0 2 26 38 1 23 30 38 154521061085102 1 2 0 48 155 8:45 AM 0 0 1 6 5 0 6 8 7 0 33 143 8:30 AM 0 1 5 5 1 2 5 8 0 0 0 6 0023303 1 5 0 35 143 8:15 AM 0 0 2 6 1 0 7 5 2 0 39 132 8:00 AM 0 0 2 7 0 1 4 8 1 0 1 5 0056400 3 6 0 36 0 7:45 AM 0 0 5 4 3 0 4 3 3 0 33 0 7:30 AM 0 0 3 4 0 4 3 12 3 0 2 1 0002005 0 5 0 24 0 7:15 AM 0 1 3 4 1 0 3 3 2 0 TH RT 7:00 AM 0 0 5 2 0 1 2 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Dougherty Rd Dougherty Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 6 6 2 4 5 9 15 1 48 3000001920 31 0 Peak Hour 18 11 20 12 61 0 0 0 2 0 3 4 13Count Total 42 28 42 33 145 1 0 1 00000005:45 PM 6 2 6 3 17 0 0 0 4 11 0 0 5:30 PM 3 4 4 2 13 0 0 0 0 0 0 0 3 6 2 0 5:15 PM 5 2 3 4 14 0 0 0 0 0 0 1 2 1 2 0 5:00 PM 4 3 7 3 17 0 0 0 2 0 2 1 0 1 0 0 4:30 PM 4 5 6 7 22 1 0 0 0 0 0 0 1 5 5 27 0 EB WB NB SB Total East 4:45 PM 4 2 3 4 13 0 1 1 -1%0%HV%0%0%1%1%0% 3 0 4:15 PM 4 5 8 5 22 0 0 0 0 0 0 1 2 West North South 4:00 PM 12 5 5 3 744 1,160 461 1 313 855693364366783430 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2%0%1%1%0%1%1%1%1% Peak Hour All 9 126 919 654 0 1,437 2,147 923 2 0 3 9 0 61 0530758 108 6,882 0 HV 0 0 10 8 0 Count Total 19 229 1,654 1,321 60 794 1,302 541 1,748 207 13,038 0 1,704 6,8822851030110201291288182850186 82 239 31 1,667 6,843 5:45 PM 2 32 231 158 68 0 176 325 121 1 1,733 6,680 5:30 PM 3 26 204 148 6 115 122 269 110 0 61 212 297110185930195 60 203 19 1,778 6,416 5:15 PM 3 28 254 177 97 0 187 281 127 0 1,665 6,156 5:00 PM 1 40 230 210 11 123 189 288 134 0 58 211 288112154910199 61 200 21 1,504 0 4:45 PM 0 29 197 156 76 0 176 225 109 1 1,469 0 4:30 PM 4 27 181 164 5 89 165 235 118 0 56 254 26681141740156 53 228 24 1,518 0 4:15 PM 4 24 167 127 70 0 162 239 101 04:00 PM 2 23 190 181 5 76 164 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Dougherty Rd Dougherty Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.9%0.90 TOTAL 0.9%0.97 TH RT WB 0.7%0.89 NB 0.8%0.95 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 1.0%0.91 0 0 0 0 0 0 000 0 0 0 20 0 9 1 N Dougherty Rd Dublin Blvd Dublin Blvd Do u g h e r t y R d Dublin Blvd Do u g h e r t y R d 6,882TEV: 0.97PHF: 10 8 85 5 31 3 1, 2 7 7 1, 6 3 0 1 343 678 436 1,493 1,72936 46 1 1, 1 6 0 74 4 2, 3 6 5 1, 9 8 4 0 693 919 126 1,747 1,539 9 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 010 0 0 0 0000 0 0 0 00 1 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 3 00020 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 2 5:45 PM 0 0 0 0 3 5:30 PM 0000000 0 3 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 3 5:00 PM 2002 1 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 0 04:00 PM RT 61 0 Interval Start Dublin Blvd Dublin Blvd Dougherty Rd Dougherty Rd 15-min Total Rolling One Hour 5 8 0 3 9 0035307 RTTHLT RTTHLTRT 7 26 0 145 0 Peak Hour 0 0 10 8 5 0 15 13 14 0Count Total 0 0 25 17 0 9 14 17 61130120011002 0 2 0 13 57 5:45 PM 0 0 4 2 1 0 2 0 2 0 14 66 5:30 PM 0 0 2 1 0 2 1 2 1 0 2 2 0001100 0 3 0 17 74 5:15 PM 0 0 2 3 1 0 3 2 2 0 13 84 5:00 PM 0 0 2 2 0 0 2 1 0 0 1 3 0011002 2 5 0 22 0 4:45 PM 0 0 3 1 1 0 3 1 2 0 22 0 4:30 PM 0 0 2 2 0 3 1 4 3 0 0 5 0014001 1 4 0 27 0 4:15 PM 0 0 2 2 1 0 2 2 1 0 TH RT 4:00 PM 0 0 8 4 0 1 3 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Dougherty Rd Dougherty Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 3 0 0 1 3 0 0 9 40024121 3 1 Peak Hour 1 12 0 2 15 2 0 0 0 4 6 2 3Count Total 2 18 1 9 30 2 0 0 00000008:45 AM 0 3 0 1 4 0 0 0 0 0 0 0 8:30 AM 0 8 0 0 8 0 0 0 0 1 2 1 2 0 1 0 8:15 AM 0 0 0 0 0 1 0 0 0 1 2 0 0 0 0 0 8:00 AM 1 1 0 1 3 1 0 0 0 0 0 0 0 0 0 1 7:30 AM 0 0 1 0 1 0 0 0 0 1 1 0 1 1 2 5 0 EB WB NB SB Total East 7:45 AM 0 2 0 2 4 0 0 0 -0%0%HV%-0%2%0%100% 1 0 7:15 AM 1 1 0 3 5 0 0 0 0 1 1 1 0 West North South 7:00 AM 0 3 0 0 11 98 34 0 211 10940163782760 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%1%0%1%0%0%4% Peak Hour All 0 44 42 470 0 13 107 41 0 0 1 1 0 15 00110000 49 1,056 0 HV 0 0 1 0 1 Count Total 0 92 75 53 1 80 170 388 132 85 1,707 0 239 1,05615110412611016177402 58 25 11 278 1,018 8:45 AM 0 5 11 10 74 0 3 28 13 0 286 903 8:30 AM 0 7 12 9 1 17 20 47 5 0 56 35 13019185605 56 23 14 253 764 8:15 AM 0 12 9 11 72 0 1 8 5 0 201 651 8:00 AM 0 20 10 10 0 11 23 3 4 0 45 10 1304216300 43 6 7 163 0 7:45 AM 0 23 12 3 43 0 2 4 2 0 147 0 7:30 AM 0 18 6 1 0 7 24 2 1 0 45 3 1005204200 44 4 6 140 0 7:15 AM 0 6 8 5 46 0 0 0 0 07:00 AM 0 1 7 4 0 1 27 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start St Patrick Way SB I-680 Ramps Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.5%0.89 TOTAL 1.4%0.92 TH RT WB 2.9%0.93 NB 0.0%0.63 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 0.8%0.79 0 0 2 2 0 0 000 0 0 0 1 0 2 1 N Amador Plaza Rd SB I-680 Ramps SB I-680 Ramps Am a d o r P l a z a Rd St Patrick Way Am a d o r P l a z a Rd 1,056TEV: 0.92PHF: 49 10 9 21 1 36 9 41 8 0 276 78 63 418 2881 349811 14 3 21 2 0 40 42 44 126 138 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 1 0 0 0 0 0 0 002 0 0 0 002 0 0 0 0000 0 0 0 00 0 THLT 10000000 0 01 0 0 0 0 0 0 0 0 0 THLT 4000200 6 04000 0 0 0 0 Peak Hour 0 0Count Total 0 400000000 0 4 8:45 AM 0 0 0 0 4 8:30 AM 2000100 2 3 8:15 AM 0 0 0 1 0 0 0 0 0 0 0 0 2 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 10001007:15 AM 0 0 0 0 0 0 1 07:00 AM RT 15 0 Interval Start St Patrick Way SB I-680 Ramps Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One Hour 0 0 0 1 1 01001100 RTTHLT RTTHLTRT 7 1 1 30 0 Peak Hour 0 0 1 0 16 0 0 1 0 0Count Total 0 0 1 1 1 0 1 4 15000010000300 0 0 0 8 15 8:45 AM 0 0 0 0 7 0 0 0 0 0 0 8 8:30 AM 0 0 0 0 1 0 0 0 0 0 0 0 0000000 1 0 0 3 13 8:15 AM 0 0 0 0 1 0 0 0 0 0 4 15 8:00 AM 0 0 1 0 0 0 0 0 0 0 2 0 0000200 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 5 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 2 0 1000100 2 0 0 5 0 7:15 AM 0 0 0 1 2 0 0 0 0 0 TH RT 7:00 AM 0 0 0 0 0 0 1 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start St Patrick Way SB I-680 Ramps Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 1 1 1 8 4 3 1 19 165102236 6 5 Peak Hour 2 8 2 0 12 1 0 0 1 0 3 2 6Count Total 3 11 3 5 22 2 1 0 00000005:45 PM 0 1 0 1 2 0 0 0 1 2 0 1 5:30 PM 0 2 0 0 2 0 0 0 0 0 0 1 0 2 2 4 5:15 PM 0 4 0 0 4 0 0 0 1 0 2 0 2 0 0 0 5:00 PM 0 1 0 0 1 1 0 0 0 0 0 1 1 0 0 0 4:30 PM 0 1 0 0 1 0 0 0 0 0 1 0 1 0 3 4 0 EB WB NB SB Total East 4:45 PM 2 1 2 0 5 0 0 0 -0%1%HV%-0%1%8%- 0 0 4:15 PM 0 1 1 1 3 1 0 0 0 0 0 0 0 West North South 4:00 PM 1 0 0 0 9 92 30 0 279 6212011553320 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 3%-0%0%0%1%0%0%2% Peak Hour All 0 97 71 646 0 13 171 66 0 0 0 0 0 12 0080011 34 1,084 0 HV 0 0 1 1 0 Count Total 0 174 124 29 0 27 120 536 122 75 2,103 0 244 1,057198057161607187502 70 20 9 280 1,084 5:45 PM 0 15 7 4 82 0 3 25 7 0 276 1,074 5:30 PM 0 23 21 2 0 6 12 24 4 0 75 14 801179403 72 19 10 257 1,052 5:15 PM 0 21 13 2 69 0 1 23 8 0 271 1,046 5:00 PM 0 22 16 4 0 1 12 20 11 0 62 9 703148702 67 17 11 270 0 4:45 PM 0 31 21 4 73 0 1 21 10 0 254 0 4:30 PM 0 29 20 7 0 4 10 23 7 0 63 14 803218900 70 13 6 251 0 4:15 PM 0 15 10 1 77 0 1 16 11 04:00 PM 0 18 16 5 0 2 16 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start St Patrick Way SB I-680 Ramps Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.93 TOTAL 1.1%0.97 TH RT WB 2.0%0.89 NB 1.5%0.94 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 1.1%0.80 1 0 0 0 0 0 010 0 0 0 6 5 3 2 N Amador Plaza Rd SB I-680 Ramps SB I-680 Ramps Am a d o r P l a z a Rd St Patrick Way Am a d o r P l a z a Rd 1,084TEV: 0.97PHF: 34 62 27 9 37 5 52 1 0 332 55 11 398 3800 30929 13 1 85 0 12 71 97 180 98 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0 0 0 200 0 0 0 0000 1 0 0 10 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 2000001 3 00010 0 0 0 0 Peak Hour 0 0Count Total 0 200000000 0 2 5:45 PM 0 0 0 0 2 5:30 PM 0000000 2 3 5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 10000004:15 PM 0 0 0 0 0 0 0 04:00 PM RT 12 0 Interval Start St Patrick Way SB I-680 Ramps Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One Hour 1 1 0 0 0 0000800 RTTHLT RTTHLTRT 4 1 0 22 0 Peak Hour 0 0 1 1 10 0 0 2 1 0Count Total 0 1 1 1 0 1 0 2 9000100000100 0 0 0 2 12 5:45 PM 0 0 0 0 2 0 0 0 0 0 4 11 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000400 0 0 0 1 10 5:15 PM 0 0 0 0 1 0 0 0 0 0 5 13 5:00 PM 0 0 0 0 0 0 0 1 1 0 0 0 0000100 0 0 0 1 0 4:45 PM 0 0 1 1 0 0 0 0 0 0 3 0 4:30 PM 0 0 0 0 0 1 0 1 0 0 1 0 0000100 2 1 0 4 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 4:00 PM 0 1 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start St Patrick Way SB I-680 Ramps Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 4 4 5 13 15 3 2 4 50 33000021120 28 0 Peak Hour 2 6 8 7 23 0 0 0 0 0 0 3 19Count Total 2 9 14 10 35 0 1 2 00000018:45 AM 0 1 2 2 5 0 0 0 1 1 0 0 8:30 AM 0 3 1 2 6 0 0 0 0 0 0 0 0 3 8 0 8:15 AM 0 0 4 3 7 0 0 0 0 0 0 1 6 4 8 0 8:00 AM 2 1 3 2 8 0 0 0 0 0 0 1 3 2 0 0 7:30 AM 0 2 2 0 4 0 0 0 0 0 0 0 1 3 1 2 0 EB WB NB SB Total East 7:45 AM 0 2 0 0 2 0 0 0 0%2%0%HV%-0%6%0%0% 1 0 7:15 AM 0 0 1 0 1 0 0 0 0 0 0 0 3 West North South 7:00 AM 0 0 1 4 57 290 437 3 305 4743523872720419 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2%0%0%1%0%1%1%7%0% Peak Hour All 0 24 31 275 40 79 477 632 6 0 1 6 0 23 0200107 21 2,316 0 HV 0 0 2 0 0 Count Total 0 35 44 56 2 642 47 404 695 30 3,464 0 416 2,231676423981308011361010 48 106 3 518 2,316 8:45 AM 0 0 8 5 60 8 18 64 53 2 601 2,099 8:30 AM 0 4 10 12 2 120 8 66 115 1 69 121 801151056314 125 146 6 696 1,742 8:15 AM 0 9 5 9 58 1 6 87 168 0 501 1,233 8:00 AM 0 5 9 7 0 74 4 73 101 0 63 101 4078530719 23 56 1 301 0 7:45 AM 0 6 7 7 18 3 6 56 57 1 244 0 7:30 AM 0 3 3 10 0 59 5 36 45 0 20 50 305731364 17 34 2 187 0 7:15 AM 0 4 2 1 4 2 2 28 29 07:00 AM 0 4 0 5 0 59 1 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd San Ramon Rd San Ramon Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.9%0.72 TOTAL 1.0%0.83 TH RT WB 1.0%0.82 NB 1.0%0.77 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 2.2%0.87 0 0 0 0 0 0 000 0 0 0 20 0 11 2 N San Ramon Rd Amador Valley Blvd Amador Valley Blvd Sa n R a m o n R d Amador Valley Blvd Sa n R a m o n R d 2,316TEV: 0.83PHF: 21 47 4 30 5 80 3 52 1 3 204 27 387 620 7752 43 7 29 057 80 3 91 5 19 35 31 24 90 105 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 23 0 Interval Start Amador Valley Blvd Amador Valley Blvd San Ramon Rd San Ramon Rd 15-min Total Rolling One Hour 0 7 0 1 6 0042001 RTTHLT RTTHLTRT 2 8 0 35 0 Peak Hour 0 0 2 0 1 1 2 0 11 0Count Total 0 0 2 0 0 5 3 5 26010110000110 0 2 0 6 23 8:45 AM 0 0 0 0 0 0 0 0 1 0 7 21 8:30 AM 0 0 0 0 0 2 1 0 3 0 1 2 0000001 0 2 0 8 15 8:15 AM 0 0 0 0 0 0 0 0 3 0 2 9 8:00 AM 0 0 2 0 0 1 0 0 0 0 0 0 0011000 0 0 0 4 0 7:45 AM 0 0 0 0 0 0 1 0 1 0 1 0 7:30 AM 0 0 0 0 0 1 1 0 1 0 0 0 0000000 0 1 0 2 0 7:15 AM 0 0 0 0 0 0 0 0 1 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd San Ramon Rd San Ramon Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 20 16 10 5 14 15 6 14 100 49004571824 49 0 Peak Hour 0 1 4 3 8 0 1 1 1 4 6 11 40Count Total 0 4 6 3 13 0 6 6 00002225:45 PM 0 0 2 0 2 1 2 1 2 3 0 0 5:30 PM 0 0 1 2 3 0 1 0 0 1 1 1 8 6 9 0 5:15 PM 0 1 0 1 2 0 0 0 0 0 0 3 2 1 3 0 5:00 PM 0 0 1 0 1 0 0 0 0 0 0 1 5 5 0 0 4:30 PM 0 0 0 0 0 0 0 0 1 0 1 2 5 9 0 1 0 EB WB NB SB Total East 4:45 PM 0 0 0 0 0 0 0 0 0%1%0%HV%-0%0%0%0% 8 0 4:15 PM 0 3 1 0 4 0 0 0 0 0 0 1 11 West North South 4:00 PM 0 0 1 0 114 570 509 12 234 31961132462830943 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%1%0%0%0%0%0%0% Peak Hour All 0 43 39 577 99 176 1,008 946 20 0 2 1 0 8 0010112 41 2,581 0 HV 0 0 0 0 0 Count Total 0 69 68 90 25 486 63 450 640 66 4,783 0 599 2,58112812425776805711691025 65 72 12 654 2,552 5:45 PM 0 10 8 14 78 9 33 141 132 1 660 2,431 5:30 PM 0 11 11 12 5 67 5 151 121 1 59 102 111616761225 53 69 10 668 2,335 5:15 PM 0 6 8 20 86 12 31 150 132 8 570 2,202 5:00 PM 0 16 12 15 7 61 6 116 130 5 46 72 655514651618 54 79 7 533 0 4:45 PM 0 9 7 6 72 5 20 115 94 1 564 0 4:30 PM 0 6 4 6 1 63 6 102 109 2 63 95 8268562149 53 75 4 535 0 4:15 PM 0 6 10 9 69 21 15 105 104 04:00 PM 0 5 8 8 4 54 10 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd San Ramon Rd San Ramon Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.5%0.88 TOTAL 0.3%0.97 TH RT WB 0.2%0.93 NB 0.3%0.95 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.0%0.83 0 0 0 0 3 1 000 0 1 0 24 0 18 7 N San Ramon Rd Amador Valley Blvd Amador Valley Blvd Sa n R a m o n R d Amador Valley Blvd Sa n R a m o n R d 2,581TEV: 0.97PHF: 41 31 9 23 4 60 6 93 4 12 309 28 246 596 79513 50 9 57 0 11 4 1, 2 3 6 66 9 43 61 39 43 143 183 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 1 0 0 0 0 000 0 1 0 000 0 1 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 5013000 6 00100 1 0 0 2 Peak Hour 1 3Count Total 0 520000000 2 3 5:45 PM 0 0 0 0 1 5:30 PM 1010000 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 10000104:15 PM 0 0 0 0 0 0 0 04:00 PM RT 8 0 Interval Start Amador Valley Blvd Amador Valley Blvd San Ramon Rd San Ramon Rd 15-min Total Rolling One Hour 1 2 0 2 1 0000101 RTTHLT RTTHLTRT 2 1 0 13 0 Peak Hour 0 0 0 0 2 0 1 3 2 0Count Total 0 0 0 0 0 2 0 2 8020000000000 2 0 0 3 6 5:45 PM 0 0 0 0 0 0 0 1 0 0 2 3 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0000100 0 0 0 1 5 5:15 PM 0 0 0 0 0 0 1 0 0 0 0 5 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 4 0 4:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0020100 0 0 0 1 0 4:15 PM 0 0 0 0 0 0 0 1 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd San Ramon Rd San Ramon Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 2 3 7 3 4 0 2 22 1410021012 16 3 Peak Hour 10 6 2 0 18 2 0 0 0 0 3 2 1Count Total 16 10 2 1 29 3 0 0 21000108:45 AM 2 1 0 1 4 0 0 0 0 0 0 0 8:30 AM 1 2 1 0 4 0 0 0 0 0 1 0 0 4 3 0 8:15 AM 4 0 0 0 4 1 0 0 0 0 1 0 0 0 5 1 8:00 AM 5 1 0 0 6 1 0 0 0 0 0 1 0 2 0 0 7:30 AM 1 2 0 0 3 0 0 0 0 0 0 0 1 1 0 2 0 EB WB NB SB Total East 7:45 AM 0 3 1 0 4 0 0 1 -3%0%HV%0%0%1%2%0% 1 0 7:15 AM 1 1 0 0 2 0 0 0 0 0 0 0 0 West North South 7:00 AM 2 0 0 1 68 6 46 0 8 364299253930 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%0%1%1%1%0% Peak Hour All 16 26 657 6 0 105 12 78 0 0 0 0 0 18 0500200 11 1,568 0 HV 0 0 9 1 0 Count Total 24 37 883 104 50 164 815 16 7 23 2,324 0 277 1,53331504101128940019 4 2 5 377 1,568 8:45 AM 3 2 78 19 3 0 14 2 13 0 420 1,375 8:30 AM 5 10 75 22 11 34 177 3 7 0 0 1 57301510024 2 0 0 459 1,124 8:15 AM 6 2 161 23 0 0 15 0 17 0 312 791 8:00 AM 3 8 260 12 7 17 118 1 9 0 2 0 1411930015 2 0 7 184 0 7:45 AM 2 6 161 7 0 0 6 0 6 0 169 0 7:30 AM 2 4 59 10 4 14 70 1 5 0 0 1 2218582011 2 2 3 126 0 7:15 AM 1 2 60 6 1 0 1 2 6 07:00 AM 2 3 29 5 4 12 54 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Regional St Regional St 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.0%0.50 TOTAL 1.1%0.85 TH RT WB 0.9%0.74 NB 1.7%0.88 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 1.3%0.67 0 2 0 0 0 0 000 0 0 0 12 1 0 1 N Regional St Amador Valley Blvd Amador Valley Blvd Re g i o n a l S t Amador Valley Blvd Re g i o n a l S t 1,568TEV: 0.85PHF: 11 3 8 22 35 0 3 539 92 663 74029 46668 12 0 15 9 0 64 657 26 763 634 16 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 020 0 0 0 120 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 10 0 0 0 0 0 0 0 0 0 THLT 2000000 3 00000 0 0 0 0 Peak Hour 0 0Count Total 0 310000010 0 2 8:45 AM 0 0 0 0 2 8:30 AM 1000000 1 1 8:15 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 18 0 Interval Start Amador Valley Blvd Amador Valley Blvd Regional St Regional St 15-min Total Rolling One Hour 0 0 0 0 0 0015002 RTTHLT RTTHLTRT 1 0 0 29 0 Peak Hour 0 0 9 1 0 0 2 0 0 0Count Total 0 1 11 4 0 2 8 4 18000100001000 0 0 0 4 18 8:45 AM 0 0 1 1 0 0 1 0 0 0 4 17 8:30 AM 0 0 1 0 0 0 2 0 0 0 0 0 0000000 0 0 0 6 15 8:15 AM 0 0 4 0 0 0 0 0 0 0 4 11 8:00 AM 0 0 4 1 0 0 1 0 0 0 0 0 0012001 0 0 0 3 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 2 0 7:30 AM 0 0 0 1 0 0 2 0 0 0 0 0 0010000 0 0 0 2 0 7:15 AM 0 0 1 0 0 0 0 0 0 0 TH RT 7:00 AM 0 1 0 1 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Regional St Regional St 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 9 12 5 3 3 6 8 3 49 2012104134 9 23 Peak Hour 2 1 1 0 4 1 2 3 1 0 6 7 10Count Total 3 4 2 1 10 2 2 0 10010105:45 PM 1 0 1 0 2 0 1 0 0 0 8 3 5:30 PM 1 0 0 0 1 0 1 0 0 0 1 0 1 2 2 0 5:15 PM 0 1 0 0 1 1 0 1 0 0 1 1 0 1 0 2 5:00 PM 0 0 0 0 0 0 0 1 0 0 1 0 0 1 1 8 4:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 2 2 1 1 0 EB WB NB SB Total East 4:45 PM 1 1 0 0 2 0 1 3 -0%0%HV%0%0%0%1%0% 2 0 4:15 PM 0 2 1 0 3 0 0 0 0 0 0 3 4 West North South 4:00 PM 0 0 0 0 162 25 128 0 30 111087915839960 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%-0%0%0%0%0%0%0% Peak Hour All 37 35 624 14 0 300 45 245 0 0 0 0 0 4 0100001 13 1,815 0 HV 0 0 1 1 0 Count Total 71 57 1,146 226 134 317 783 50 22 25 3,435 0 468 1,8157310102320401100030 8 5 6 453 1,773 5:45 PM 6 6 175 28 2 0 45 2 35 0 458 1,711 5:30 PM 10 8 150 27 20 41 94 11 38 0 3 3 226401013033 9 1 2 436 1,674 5:15 PM 11 11 149 27 1 0 54 5 24 0 426 1,620 5:00 PM 10 10 150 26 13 37 94 7 35 0 5 3 21540962036 6 4 5 391 0 4:45 PM 5 8 144 28 4 0 38 4 27 0 421 0 4:30 PM 9 1 125 21 11 42 94 5 31 0 5 2 116391071030 4 2 4 382 0 4:15 PM 9 4 135 36 1 0 34 4 24 04:00 PM 11 9 118 33 13 38 87 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Regional St Regional St 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.71 TOTAL 0.2%0.97 TH RT WB 0.2%0.94 NB 0.3%0.95 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.2%0.93 0 1 0 0 0 0 001 0 2 0 4 12 3 1 N Regional St Amador Valley Blvd Amador Valley Blvd Re g i o n a l S t Amador Valley Blvd Re g i o n a l S t 1,815TEV: 0.97PHF: 13 11 30 54 66 0 6 399 158 642 86179 12 825 16 2 31 5 27 7 0 108 624 35 804 611 37 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 1 0 0 0 0 010 0 2 0 020 0 3 0 0000 0 0 0 00 1 THLT 00000000 0 00 0 0 0 1 0 0 0 0 0 THLT 4000010 6 00100 0 0 0 0 Peak Hour 0 0Count Total 0 410100000 1 4 5:45 PM 0 0 0 0 4 5:30 PM 1000000 1 3 5:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 2 5:00 PM 1000 1 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 1 0 0 04:00 PM RT 4 0 Interval Start Amador Valley Blvd Amador Valley Blvd Regional St Regional St 15-min Total Rolling One Hour 0 1 0 0 0 0001000 RTTHLT RTTHLTRT 0 1 0 10 0 Peak Hour 0 0 1 1 0 0 1 0 1 0Count Total 0 0 1 2 0 0 4 2 4010000000000 0 0 0 1 4 5:45 PM 0 0 1 0 0 0 0 0 0 0 1 3 5:30 PM 0 0 0 1 0 0 0 0 0 0 0 0 0001000 0 0 0 0 5 5:15 PM 0 0 0 0 0 0 0 0 0 0 2 6 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0001000 0 0 0 0 0 4:45 PM 0 0 0 1 0 0 0 0 0 0 3 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0002001 0 1 0 1 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Regional St Regional St 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 3 4 4 5 5 2 3 28 1610001014 21 4 Peak Hour 8 4 1 1 14 0 0 3 0 0 3 3 0Count Total 10 8 2 1 21 0 0 3 00300308:45 AM 2 2 0 0 4 0 0 0 0 1 1 0 8:30 AM 1 2 0 0 3 0 0 0 0 0 0 0 0 5 5 0 8:15 AM 3 0 0 1 4 0 0 0 0 0 0 0 0 0 3 0 8:00 AM 3 1 1 0 5 0 0 0 0 0 0 1 0 1 2 0 7:30 AM 0 1 1 0 2 0 0 0 0 0 0 1 0 2 0 0 0 EB WB NB SB Total East 7:45 AM 1 1 0 0 2 0 0 1 -0%-HV%0%1%1%0%- 1 1 7:15 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 0 0 3 0 2 0 47 0700606310 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 50%-2%-0%1%-1%0% Peak Hour All 3 71 623 42 0 6 0 2 0 0 1 0 0 14 0400001 62 1,455 0 HV 0 1 7 0 0 Count Total 4 84 860 10 0 0 939 69 0 98 2,114 0 242 1,425000901400116701 7 0 12 331 1,455 8:45 AM 0 4 90 1 13 0 0 0 1 0 417 1,286 8:30 AM 1 4 82 4 0 0 207 0 0 0 16 0 2200181700 19 0 13 435 1,006 8:15 AM 0 12 176 3 9 0 2 0 1 0 272 689 8:00 AM 0 27 236 0 0 0 128 0 0 0 5 0 150090201 5 0 8 162 0 7:45 AM 2 28 129 0 2 0 2 0 0 0 137 0 7:30 AM 1 2 58 2 0 0 82 0 0 0 3 0 90068100 5 0 5 118 0 7:15 AM 0 4 52 0 1 0 0 0 0 07:00 AM 0 3 37 0 0 0 67 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Starward Dr Starward Dr 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.9%0.72 TOTAL 1.0%0.84 TH RT WB 0.6%0.72 NB 20.0%0.42 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 1.1%0.67 0 0 0 0 0 0 000 0 0 0 14 1 0 1 N Starward Dr Amador Valley Blvd Amador Valley Blvd St a r w a r d D r Amador Valley Blvd St a r w a r d D r 1,455TEV: 0.84PHF: 62 0 47 10 9 10 2 0 31 606 0 637 6720 203 57 0 7 623 71 704 674 3 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 3 0 000 0 0 0 000 0 3 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 3 00000 0 0 0 0 Peak Hour 0 0Count Total 0 330000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 14 0 Interval Start Amador Valley Blvd Amador Valley Blvd Starward Dr Starward Dr 15-min Total Rolling One Hour 0 1 0 1 0 0004000 RTTHLT RTTHLTRT 1 0 0 21 0 Peak Hour 0 1 7 0 0 0 1 0 1 0Count Total 0 1 9 0 0 0 8 4 16000000002000 0 0 0 3 14 8:45 AM 0 0 2 0 0 0 0 0 0 0 4 13 8:30 AM 0 0 1 0 0 0 2 0 0 0 1 0 0000000 0 0 0 5 10 8:15 AM 0 0 3 0 0 0 0 0 1 0 2 5 8:00 AM 0 1 2 0 0 0 1 0 0 0 0 0 0001000 0 0 0 2 0 7:45 AM 0 0 1 0 0 0 1 0 0 0 1 0 7:30 AM 0 0 0 0 0 0 1 0 0 0 0 0 0001000 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Starward Dr Starward Dr 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 5 11 5 3 12 3 5 3 47 239107356 11 19 Peak Hour 6 5 0 0 11 2 4 5 1 0 9 6 11Count Total 9 13 0 0 22 3 0 1 20100105:45 PM 2 2 0 0 4 0 0 0 1 3 1 1 5:30 PM 1 0 0 0 1 0 0 0 1 0 2 2 0 0 3 5 5:15 PM 1 1 0 0 2 1 0 2 0 0 2 0 4 0 0 2 5:00 PM 3 2 0 0 5 0 1 2 0 0 3 1 0 1 3 2 4:30 PM 0 1 0 0 1 1 0 0 0 0 0 2 4 3 0 3 0 EB WB NB SB Total East 4:45 PM 1 2 0 0 3 0 1 1 -0%-HV%6%0%1%0%- 0 3 4:15 PM 1 2 0 0 3 0 0 0 0 0 0 0 2 West North South 4:00 PM 0 3 0 0 3 0 5 0 26 0401525310 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%-0%1%0%1%0% Peak Hour All 16 49 757 56 0 10 0 6 0 0 0 0 0 11 0500000 18 1,435 0 HV 1 0 5 0 0 Count Total 28 75 1,458 6 0 1 1,028 53 0 36 2,757 0 340 1,42900080300144501 8 0 3 361 1,435 5:45 PM 4 9 165 1 13 0 2 0 1 0 357 1,379 5:30 PM 5 18 187 1 0 0 123 0 1 0 9 0 401128600 6 0 5 371 1,374 5:15 PM 4 16 188 0 7 0 0 0 1 0 346 1,328 5:00 PM 2 11 187 1 0 0 151 0 2 0 3 0 600123501 7 0 4 305 0 4:45 PM 5 4 195 2 6 0 0 0 0 0 352 0 4:30 PM 4 8 166 0 0 0 110 0 0 0 6 0 400130604 6 0 7 325 0 4:15 PM 0 5 196 1 8 0 2 0 1 04:00 PM 4 4 174 0 0 0 119 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Driveway Starward Dr 15-min TotalUTLTTHRT Date: 06/08/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.85 TOTAL 0.8%0.97 TH RT WB 0.9%0.88 NB 0.0%0.67 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 0.7%0.98 0 2 0 0 0 0 010 1 3 0 6 9 5 3 N Starward Dr Amador Valley Blvd Amador Valley Blvd Dr i v e w a y Amador Valley Blvd St a r w a r d D r 1,435TEV: 0.97PHF: 18 0 26 44 80 0 31 525 1 557 7880 503 85 0 4 757 49 826 562 16 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 1 0 020 0 3 1 030 0 4 1 0000 0 0 0 00 1 THLT 00000000 1 00 0 0 0 2 0 0 0 0 0 THLT 7000001 9 00010 0 0 0 0 Peak Hour 0 0Count Total 0 510000000 0 7 5:45 PM 0 0 0 0 8 5:30 PM 2000001 2 6 5:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 4 5:00 PM 3000 1 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 1 1 0 04:00 PM RT 11 0 Interval Start Amador Valley Blvd Amador Valley Blvd Driveway Starward Dr 15-min Total Rolling One Hour 0 0 0 0 0 0005000 RTTHLT RTTHLTRT 0 0 0 22 0 Peak Hour 1 0 5 0 1 0 0 0 0 0Count Total 1 1 7 0 0 0 12 4 12000000002000 0 0 0 1 11 5:45 PM 0 0 2 0 0 0 0 0 0 0 2 11 5:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0001000 0 0 0 5 12 5:15 PM 0 0 1 0 0 0 0 0 0 0 3 10 5:00 PM 0 0 3 0 0 0 2 0 0 0 0 0 0002000 0 0 0 1 0 4:45 PM 1 0 0 0 0 0 0 0 0 0 3 0 4:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 0001100 0 0 0 3 0 4:15 PM 0 1 0 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 0 0 0 0 3 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Driveway Starward Dr 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 8 3 7 2 8 3 1 33 145002513 6 14 Peak Hour 3 2 0 2 7 0 2 4 0 1 5 6 7Count Total 4 4 0 4 12 0 0 0 10000005:45 PM 3 0 0 1 4 0 1 0 1 0 2 2 5:30 PM 0 1 0 0 1 0 1 0 0 0 0 4 0 2 1 0 5:15 PM 0 1 0 1 2 0 0 1 0 0 1 1 0 2 0 4 5:00 PM 0 0 0 0 0 0 0 1 0 1 2 1 0 3 0 4 4:30 PM 1 0 0 1 2 0 0 0 0 0 0 0 4 0 0 0 0 EB WB NB SB Total East 4:45 PM 0 1 0 0 1 0 0 0 -0%-HV%0%0%0%0%- 0 1 4:15 PM 0 1 0 1 2 0 0 1 0 0 1 0 0 West North South 4:00 PM 0 0 0 0 2 0 3 0 49 0500588440 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-2%-3%0%-0%0% Peak Hour All 9 52 840 87 0 6 0 7 0 0 1 0 1 7 0200000 36 1,628 0 HV 0 0 3 0 0 Count Total 24 101 1,567 14 0 0 1,126 79 0 60 3,071 0 442 1,62801014010001651201 13 0 11 407 1,586 5:45 PM 0 16 222 1 17 0 1 0 1 0 399 1,530 5:30 PM 2 15 211 0 0 0 136 0 0 0 8 0 1300158600 14 0 2 380 1,506 5:15 PM 2 11 198 3 9 0 0 0 1 0 400 1,443 5:00 PM 5 10 209 1 0 0 129 0 1 0 14 0 8001481201 7 0 6 351 0 4:45 PM 4 17 190 5 14 0 2 0 0 0 375 0 4:30 PM 2 13 181 2 0 0 124 0 0 0 5 0 800145901 4 0 2 317 0 4:15 PM 2 12 192 1 8 0 0 0 3 04:00 PM 7 7 164 1 0 0 121 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Starward Dr Starward Dr 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 2.4%0.89 TOTAL 0.4%0.92 TH RT WB 0.3%0.89 NB 0.0%0.63 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.3%0.95 0 0 0 0 0 0 000 0 2 0 3 5 1 5 N Starward Dr Amador Valley Blvd Amador Valley Blvd St a r w a r d D r Amador Valley Blvd St a r w a r d D r 1,628TEV: 0.92PHF: 36 0 49 85 96 0 44 588 0 632 8920 302 55 0 5 840 52 906 635 9 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 1 0 0 0 0 0 0 1 0 0 0 0 000 0 2 0 000 0 4 0 0000 0 0 0 00 0 THLT 00000001 0 00 0 0 0 1 0 0 0 0 0 THLT 2000000 5 00000 0 0 0 0 Peak Hour 1 0Count Total 0 200000000 1 4 5:45 PM 0 0 0 0 3 5:30 PM 0000000 1 3 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 3 5:00 PM 2000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 1 0 1 04:00 PM RT 7 0 Interval Start Amador Valley Blvd Amador Valley Blvd Starward Dr Starward Dr 15-min Total Rolling One Hour 0 0 0 1 0 1002000 RTTHLT RTTHLTRT 2 0 2 12 0 Peak Hour 0 0 3 0 0 0 0 0 0 0Count Total 0 0 4 0 0 0 4 4 7000100000000 0 0 0 1 4 5:45 PM 0 0 3 0 0 0 0 0 0 0 2 5 5:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 1001000 0 0 0 0 5 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 5 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0001000 1 0 0 2 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 2 0 4:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 1001000 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Starward Dr Starward Dr 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 5 1 8 4 6 6 0 4 34 160029619 19 5 Peak Hour 10 3 1 2 16 2 5 5 0 2 10 7 3Count Total 12 10 1 4 27 3 1 2 00200218:45 AM 3 1 0 1 5 0 2 0 0 0 0 0 8:30 AM 0 1 0 1 2 1 1 0 0 0 3 2 0 4 3 0 8:15 AM 4 0 0 0 4 1 2 0 0 2 2 3 0 0 3 1 8:00 AM 3 1 1 0 5 0 0 0 0 0 0 0 1 4 3 0 7:30 AM 0 3 0 0 3 0 0 0 0 0 0 0 0 1 0 1 1 EB WB NB SB Total East 7:45 AM 1 3 0 1 5 0 0 0 -6%0%HV%-0%2%2%0% 2 1 7:15 AM 0 1 0 1 2 0 0 0 0 0 1 1 1 West North South 7:00 AM 1 0 0 0 16 12 6 0 132 11417115991010 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%4%1%0%1%0% Peak Hour All 0 52 558 135 0 18 14 11 0 0 0 0 2 16 0300100 48 1,594 0 HV 0 0 9 1 0 Count Total 0 69 810 48 11 13 880 181 15 80 2,285 0 273 1,5942102441613116909 21 0 9 379 1,573 8:45 AM 0 4 81 3 40 0 4 0 2 0 469 1,368 8:30 AM 0 5 78 12 2 5 201 2 0 0 40 5 14211692601 47 2 9 473 1,047 8:15 AM 0 13 179 17 26 0 2 8 3 0 252 691 8:00 AM 0 30 220 9 2 2 113 0 1 0 22 0 900841801 13 1 9 174 0 7:45 AM 0 7 107 3 8 0 0 1 1 0 148 0 7:30 AM 0 7 56 1 3 1 73 1 1 0 11 2 51167501 3 1 9 117 0 7:15 AM 0 1 50 2 3 0 0 0 2 07:00 AM 0 2 39 1 0 0 57 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Golden Gate Dr Donohue Dr 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 1.0%0.81 TOTAL 1.0%0.84 TH RT WB 0.4%0.72 NB 2.9%0.65 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 1.5%0.63 0 1 1 0 0 2 000 0 5 0 9 0 1 6 N Donohue Dr Amador Valley Blvd Amador Valley Blvd Go l d e n G a t e D r Amador Valley Blvd Do n o h u e D r 1,594TEV: 0.84PHF: 48 11 13 2 19 1 16 5 0 101 599 11 718 7037 61216 3463 0 41 558 52 651 663 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 2 0 0 0 1 0 0 2 0 011 0 5 0 021 0 5 0 0010 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 9020000 10 00000 0 0 0 0 Peak Hour 2 0Count Total 0 920000000 2 7 8:45 AM 0 0 0 0 5 8:30 AM 3000000 2 2 8:15 AM 0 0 0 0 1 0 1 0 0 0 2 0 1 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 1 07:00 AM RT 16 0 Interval Start Amador Valley Blvd Amador Valley Blvd Golden Gate Dr Donohue Dr 15-min Total Rolling One Hour 0 0 0 0 0 2003001 RTTHLT RTTHLTRT 1 1 2 27 0 Peak Hour 0 0 9 1 0 0 1 0 0 0Count Total 0 0 11 1 0 1 9 5 16000001001000 0 0 1 2 16 8:45 AM 0 0 3 0 0 0 0 0 0 0 4 17 8:30 AM 0 0 0 0 0 0 1 0 0 0 0 0 0000000 0 0 0 5 15 8:15 AM 0 0 3 1 0 0 1 0 0 0 5 11 8:00 AM 0 0 3 0 0 0 1 0 0 0 1 0 0003000 0 0 0 3 0 7:45 AM 0 0 1 0 0 0 0 0 0 0 2 0 7:30 AM 0 0 0 0 0 1 2 0 0 0 0 1 0001000 0 0 0 1 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 1 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Golden Gate Dr Donohue Dr 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 7 1 3 4 5 2 1 2 25 101115126 14 5 Peak Hour 6 4 1 2 13 0 3 7 1 1 10 2 4Count Total 7 8 1 5 21 1 1 1 00000005:45 PM 1 1 1 1 4 0 0 0 0 1 0 0 5:30 PM 1 0 0 0 1 0 0 0 1 0 1 0 1 1 3 1 5:15 PM 1 1 0 1 3 0 0 3 0 1 4 1 0 0 2 2 5:00 PM 3 2 0 0 5 0 0 1 0 0 1 0 1 2 0 1 4:30 PM 1 1 0 0 2 1 1 0 0 0 2 0 0 0 1 2 0 EB WB NB SB Total East 4:45 PM 0 1 0 1 2 0 2 0 -3%0%HV%-6%0%3%0% 4 1 4:15 PM 0 1 0 1 2 0 2 0 0 0 0 1 1 West North South 4:00 PM 0 1 0 0 38 10 25 0 53 333410521480 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%7%1%0%1%2% Peak Hour All 0 35 693 92 0 77 17 61 0 0 0 0 2 13 0310100 27 1,500 0 HV 0 2 3 1 0 Count Total 1 69 1,368 79 11 23 955 102 8 53 2,916 0 358 1,50036015061212914012 13 1 9 378 1,491 5:45 PM 0 5 154 11 12 0 10 3 6 0 381 1,461 5:30 PM 0 16 171 8 2 3 124 3 8 0 24 1 7111221309 1 1 5 383 1,446 5:15 PM 0 9 176 7 9 0 7 1 5 0 349 1,416 5:00 PM 0 5 192 7 0 4 146 1 7 0 13 3 7121061408 12 0 7 348 0 4:45 PM 0 3 175 9 8 0 6 2 9 0 366 0 4:30 PM 0 8 177 11 0 4 104 1 8 0 11 0 82211510012 13 2 4 353 0 4:15 PM 1 13 171 12 12 0 13 3 12 04:00 PM 0 10 152 14 4 5 109 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Driveway Donohue Dr 15-min TotalUTLTTHRT Date: 06/08/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 2.4%0.65 TOTAL 0.9%0.98 TH RT WB 0.7%0.92 NB 1.4%0.87 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.8%0.93 0 0 0 1 0 0 010 0 3 0 6 1 2 1 N Donohue Dr Amador Valley Blvd Amador Valley Blvd Dr i v e w a y Amador Valley Blvd Do n o h u e D r 1,500TEV: 0.98PHF: 27 3 53 83 93 0 48 521 10 583 7754 251038 7346 0 33 693 35 761 586 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 1 0 0 0 0 0 0 000 0 3 0 010 0 4 3 0000 0 0 0 00 1 THLT 00000000 0 00 0 0 0 3 0 0 0 2 0 THLT 5000101 10 01010 0 0 0 0 Peak Hour 0 0Count Total 0 500000000 0 6 5:45 PM 0 0 0 0 8 5:30 PM 1000001 4 9 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5 5:00 PM 1000 2 0 4:45 PM 0 0 0 0 0 4:30 PM 20000004:15 PM 0 1 0 0 0 1 0 04:00 PM RT 13 0 Interval Start Amador Valley Blvd Amador Valley Blvd Driveway Donohue Dr 15-min Total Rolling One Hour 0 0 0 0 0 2003101 RTTHLT RTTHLTRT 0 0 5 21 0 Peak Hour 0 2 3 1 1 0 1 0 0 0Count Total 0 2 4 1 0 0 7 4 13000001001001 0 0 0 1 11 5:45 PM 0 0 0 1 0 0 0 0 0 0 3 12 5:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 1001000 0 0 0 5 11 5:15 PM 0 1 0 0 1 0 0 0 0 0 2 8 5:00 PM 0 0 3 0 0 0 1 0 0 0 0 0 1001000 0 0 0 2 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 2 0 4:30 PM 0 0 1 0 0 0 1 0 0 0 0 0 1001000 0 0 1 2 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 0 0 0 0 1 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Driveway Donohue Dr 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 3 8 7 15 10 5 5 55 372021001520 32 2 Peak Hour 8 1 5 0 14 5 3 7 1 2 15 0 21Count Total 11 6 9 0 26 5 1 4 00300308:45 AM 2 2 3 0 7 0 1 0 3 1 1 0 8:30 AM 0 0 3 0 3 0 1 0 0 2 3 0 4 6 9 1 8:15 AM 3 0 0 0 3 0 1 0 0 0 1 0 5 3 4 0 8:00 AM 3 1 0 0 4 1 4 1 0 0 5 0 3 5 0 0 7:30 AM 0 1 1 0 2 0 0 0 0 0 0 0 1 2 0 0 0 EB WB NB SB Total East 7:45 AM 2 0 2 0 4 0 0 0 -2%0%HV%0%0%1%6%0% 1 0 7:15 AM 1 2 0 0 3 0 0 1 1 0 2 0 1 West North South 7:00 AM 0 0 0 0 65 4 201 0 4 269919862910 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2%-0%0%0%1%0%0%0% Peak Hour All 1 2 650 1 0 95 4 264 0 0 0 0 0 14 0100104 8 1,843 0 HV 0 0 4 4 0 Count Total 5 5 883 121 16 291 918 5 4 9 2,621 0 275 1,79602300103261010011 1 1 0 432 1,843 8:45 AM 0 1 93 16 0 0 22 1 27 0 532 1,611 8:30 AM 0 0 77 17 4 65 217 1 64 0 1 0 01521801021 0 1 1 557 1,253 8:15 AM 0 1 188 22 0 0 14 1 82 0 322 825 8:00 AM 1 1 263 19 1 39 134 1 28 0 2 0 734298008 1 1 1 200 0 7:45 AM 0 0 122 11 0 0 12 0 14 0 174 0 7:30 AM 1 1 60 11 1 28 69 0 16 0 0 0 031866005 0 0 0 129 0 7:15 AM 0 1 48 17 0 0 2 0 10 07:00 AM 3 0 32 8 0 21 53 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.0%0.39 TOTAL 0.8%0.83 TH RT WB 0.1%0.73 NB 1.9%0.70 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 1.1%0.64 3 2 0 0 2 0 000 0 3 0 20 2 15 0 N Amador Plaza Rd Amador Valley Blvd Amador Valley Blvd Am a d o r P l a z a Rd Amador Valley Blvd Am a d o r P l a z a Rd 1,843TEV: 0.83PHF: 8 2 4 14 7 0 1 629 198 837 8649 20 1 465 27 0 26 9 0 69 650 2 722 703 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 1 0 1 2 0 320 0 3 0 320 2 5 0 1000 0 3 0 00 0 THLT 00010000 1 10 0 0 0 0 0 0 0 0 0 THLT 10002000 15 00001 0 0 0 0 Peak Hour 0 2Count Total 0 830000000 1 10 8:45 AM 0 0 0 0 9 8:30 AM 3002000 1 6 8:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 7 8:00 AM 5000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 1 0 2 07:00 AM RT 14 0 Interval Start Amador Valley Blvd Amador Valley Blvd Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One Hour 0 4 0 0 0 0001001 RTTHLT RTTHLTRT 0 0 0 26 0 Peak Hour 0 0 4 4 0 0 1 0 8 0Count Total 0 0 6 5 0 1 5 7 17030000011000 0 0 0 3 14 8:45 AM 0 0 2 0 0 0 0 0 3 0 3 13 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 4 13 8:15 AM 0 0 1 2 0 0 0 0 0 0 4 9 8:00 AM 0 0 2 1 0 0 1 0 1 0 0 0 0000001 0 0 0 2 0 7:45 AM 0 0 1 1 0 0 0 0 1 0 3 0 7:30 AM 0 0 0 0 0 0 1 0 0 0 0 0 0002000 0 0 0 0 0 7:15 AM 0 0 0 1 0 0 0 0 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 8 9 25 13 9 8 15 8 95 458201001621 41 20 Peak Hour 4 3 2 0 9 1 7 8 5 0 16 0 34Count Total 4 6 3 0 13 3 3 3 20030305:45 PM 0 1 0 0 1 0 1 0 8 6 1 1 5:30 PM 0 0 0 0 0 0 0 1 1 0 1 0 3 4 3 3 5:15 PM 0 0 1 0 1 0 0 5 0 0 6 0 3 2 8 3 5:00 PM 3 2 1 0 6 1 0 2 0 0 2 0 11 12 2 3 4:30 PM 0 1 0 0 1 1 1 0 0 0 0 0 3 3 0 1 1 EB WB NB SB Total East 4:45 PM 1 1 0 0 2 0 2 0 -1%0%HV%0%0%1%0%0% 2 5 4:15 PM 0 1 0 0 1 0 0 0 0 0 1 0 1 West North South 4:00 PM 0 0 1 0 139 3 251 0 2 21282317642110 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%0%0%0%1%0% Peak Hour All 1 3 669 5 0 253 3 508 0 0 0 0 0 9 0300101 3 1,822 0 HV 0 0 4 0 0 Count Total 5 5 1,298 235 38 318 817 3 4 6 3,498 0 420 1,8140640112826994035 1 0 2 459 1,822 5:45 PM 2 0 144 34 0 0 33 0 57 0 464 1,790 5:30 PM 0 1 168 37 8 46 106 1 62 0 0 0 0745961042 0 0 0 471 1,730 5:15 PM 1 1 174 34 0 0 34 1 71 0 428 1,684 5:00 PM 0 0 163 25 4 47 126 1 61 0 1 2 1438930030 0 0 1 427 0 4:45 PM 0 1 164 32 0 0 27 0 68 0 404 0 4:30 PM 0 2 165 23 3 43 95 0 54 0 0 0 01291070019 0 1 0 425 0 4:15 PM 2 0 173 19 0 0 33 0 71 04:00 PM 0 0 147 31 3 44 95 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT Date: 06/08/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.44 TOTAL 0.5%0.97 TH RT WB 0.5%0.88 NB 0.5%0.93 Peak Hour: 4:45 PM 5:45 PM HV %:PHF EB 0.5%0.95 0 1 0 0 0 0 200 0 7 0 21 8 16 0 N Amador Plaza Rd Amador Valley Blvd Amador Valley Blvd Am a d o r P l a z a Rd Amador Valley Blvd Am a d o r P l a z a Rd 1,822TEV: 0.97PHF: 3 2 2 7 7 0 1 421 176 621 94523 25 1 3 13 9 39 3 30 6 0 128 669 3 801 564 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 0 7 0 030 0 8 0 0010 0 0 0 00 1 THLT 00000000 0 10 0 0 0 5 0 0 0 0 0 THLT 10200000 16 00005 0 0 0 0 Peak Hour 0 0Count Total 0 1133000000 1 10 5:45 PM 0 0 1 0 11 5:30 PM 1100000 6 10 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5 5:00 PM 2000 2 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 1 0 0 2 0 1 04:00 PM RT 9 0 Interval Start Amador Valley Blvd Amador Valley Blvd Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One Hour 0 1 0 0 0 0003001 RTTHLT RTTHLTRT 0 0 0 13 0 Peak Hour 0 0 4 0 0 0 2 0 1 0Count Total 0 0 4 0 0 0 6 1 8000000001000 0 0 0 0 9 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 10 5:30 PM 0 0 0 0 0 0 0 0 1 0 0 0 0000000 0 0 0 6 10 5:15 PM 0 0 0 0 0 0 1 0 0 0 2 5 5:00 PM 0 0 3 0 0 0 2 0 0 0 0 0 0001000 0 0 0 1 0 4:45 PM 0 0 1 0 0 0 0 0 0 0 1 0 4:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 0001000 0 0 0 1 0 4:15 PM 0 0 0 0 0 0 1 0 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 3 4 11 16 14 5 8 62 467511010524 30 9 Peak Hour 13 5 11 3 32 3 1 5 6 3 18 14 9Count Total 26 10 15 11 62 4 1 2 20201338:45 AM 9 2 0 1 12 0 0 2 0 1 2 1 8:30 AM 0 2 1 1 4 0 0 0 4 1 5 3 1 9 6 4 8:15 AM 1 1 5 0 7 0 0 1 1 0 5 4 2 2 8 0 8:00 AM 2 2 5 2 11 3 0 0 0 0 0 1 1 2 0 0 7:30 AM 1 1 2 1 5 0 1 0 1 1 2 0 2 1 5 9 1 EB WB NB SB Total East 7:45 AM 10 0 0 0 10 0 1 1 0%0%2%HV%-2%1%0%0% 1 0 7:15 AM 1 1 1 1 4 0 0 1 0 0 2 0 0 West North South 7:00 AM 2 1 1 2 55 622 76 3 106 54310759634110618 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%1%0%0%1%2%0%2% Peak Hour All 0 423 314 128 35 95 749 104 5 0 1 1 1 32 01200110 435 3,250 0 HV 0 9 4 0 0 Count Total 0 540 406 196 5 164 553 128 693 585 4,386 0 436 3,121461811365550255951318 19 206 151 745 3,250 8:45 AM 0 41 35 42 20 9 26 55 9 0 1,038 2,795 8:30 AM 0 36 50 32 1 28 103 196 35 0 42 160 1263239743413 37 107 93 902 1,984 8:15 AM 0 166 99 31 33 4 7 209 23 3 565 1,265 8:00 AM 0 162 108 20 0 26 70 162 9 0 8 70 65119711019 5 41 36 290 0 7:45 AM 0 59 57 24 9 2 11 42 2 0 227 0 7:30 AM 0 33 25 14 0 12 58 25 3 0 3 17 3001753516 1 27 29 183 0 7:15 AM 0 29 24 14 3 1 5 14 5 17:00 AM 0 14 8 19 0 14 42 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Village Pkwy Village Pkwy 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 0.3%0.72 TOTAL 1.0%0.78 TH RT WB 0.9%0.83 NB 1.4%0.78 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 1.5%0.71 0 3 0 1 0 0 041 1 0 0 24 7 5 10 N Village Pkwy Amador Valley Blvd Amador Valley Blvd Vi l l a g e P k w y Amador Valley Blvd Vi l l a g e P k w y 3,250TEV: 0.78PHF: 43 5 54 3 10 6 1, 0 8 7 1, 1 5 4 3 106 341 96 548 5015 76 62 255 77 1 76 4 18 107 314 423 844 831 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 2 0 030 0 0 1 040 0 3 2 0010 0 0 0 00 0 THLT 00000001 0 30 0 0 0 0 1 0 0 0 0 THLT 10000114 18 02150 0 0 0 1 Peak Hour 0 1Count Total 0 1330000000 0 10 8:45 AM 0 0 0 0 11 8:30 AM 5000113 5 8 8:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 5 8:00 AM 0000 1 0 7:45 AM 0 0 0 0 0 7:30 AM 20001017:15 AM 0 0 1 0 0 0 2 07:00 AM RT 32 0 Interval Start Amador Valley Blvd Amador Valley Blvd Village Pkwy Village Pkwy 15-min Total Rolling One Hour 11 0 0 1 1 1021200 RTTHLT RTTHLTRT 1 7 3 62 0 Peak Hour 0 9 4 0 2 2 0 13 0 0Count Total 0 10 10 6 0 3 5 12 34000010002000 0 1 0 4 32 8:45 AM 0 1 5 3 0 0 0 1 0 0 7 33 8:30 AM 0 0 0 0 0 1 1 5 0 0 0 0 0010000 1 0 1 11 30 8:15 AM 0 0 1 0 2 0 0 5 0 0 10 28 8:00 AM 0 0 2 0 0 0 0 0 0 0 0 0 0000000 0 0 1 5 0 7:45 AM 0 9 1 0 0 0 0 2 0 0 4 0 7:30 AM 0 0 1 0 0 0 1 0 0 0 0 0 1001010 0 5 0 9 0 7:15 AM 0 0 0 1 0 1 0 0 0 0 TH RT 7:00 AM 0 0 0 2 0 1 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Village Pkwy Village Pkwy 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 15 12 14 8 4 14 12 9 88 39812741017 43 14 Peak Hour 8 3 2 1 14 3 1 2 2 3 13 11 20Count Total 10 7 4 4 25 6 1 2 41100225:45 PM 1 1 0 0 2 0 0 2 3 6 1 3 5:30 PM 5 2 0 1 8 0 0 0 1 1 4 0 6 5 4 0 5:15 PM 2 0 0 0 2 2 0 0 0 1 1 0 0 3 3 0 5:00 PM 0 0 2 0 2 0 1 1 0 1 3 2 3 6 1 0 4:30 PM 1 2 0 1 4 0 0 0 0 0 2 0 2 10 1 1 0 EB WB NB SB Total East 4:45 PM 1 1 0 0 2 0 0 4 0%0%0%HV%0%1%1%0%0% 7 5 4:15 PM 0 1 2 1 4 2 0 0 1 0 1 1 2 West North South 4:00 PM 0 0 0 3 153 298 110 10 41 2502114952925447 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%10%0%0%0%1%3%0%0% Peak Hour All 1 337 483 85 102 269 575 201 18 1 0 0 0 14 0000011 223 2,609 0 HV 0 3 5 0 0 Count Total 3 615 847 443 7 184 541 69 497 449 4,905 0 692 2,609732858556912382261536 13 78 58 668 2,491 5:45 PM 0 94 121 56 15 9 34 69 23 1 644 2,428 5:30 PM 1 70 148 46 0 25 78 78 31 1 13 63 502276931047 7 54 46 605 2,382 5:15 PM 0 86 111 53 10 13 36 78 28 3 574 2,296 5:00 PM 0 87 103 56 1 20 63 64 16 3 7 65 580246631225 9 59 62 605 0 4:45 PM 0 69 97 65 14 13 32 79 26 2 598 0 4:30 PM 1 66 84 70 2 21 65 69 28 2 6 70 521255991032 6 53 54 519 0 4:15 PM 1 75 104 55 5 20 27 65 21 14:00 PM 0 68 79 42 0 19 59 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Village Pkwy Village Pkwy 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.2%0.87 TOTAL 0.5%0.94 TH RT WB 0.7%0.84 NB 0.3%0.92 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.8%0.95 1 2 0 1 1 0 010 0 1 0 17 8 10 4 N Village Pkwy Amador Valley Blvd Amador Valley Blvd Vi l l a g e P k w y Amador Valley Blvd Vi l l a g e P k w y 2,609TEV: 0.94PHF: 22 3 25 0 41 52 4 69 9 10 54 292 95 445 6384 11 0 29 8 15 3 60 8 60 3 47 211 483 337 1,032 669 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 1 0 1 0 0 0 0 0 1 0 120 0 1 0 150 0 2 0 0000 0 0 0 02 0 THLT 00000100 1 00 0 0 0 0 0 0 0 0 0 THLT 7001101 13 02110 0 0 0 0 Peak Hour 0 1Count Total 0 720000010 0 8 5:45 PM 0 0 0 0 8 5:30 PM 4000101 1 6 5:15 PM 0 0 0 0 2 0 0 0 0 0 0 0 6 5:00 PM 3000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 20000004:15 PM 0 0 0 0 1 0 1 04:00 PM RT 14 0 Interval Start Amador Valley Blvd Amador Valley Blvd Village Pkwy Village Pkwy 15-min Total Rolling One Hour 1 1 1 0 0 0030000 RTTHLT RTTHLTRT 0 2 1 25 0 Peak Hour 0 3 5 0 0 0 1 2 1 1Count Total 0 3 5 2 0 6 1 2 14000000010000 0 0 0 8 14 5:45 PM 0 1 0 0 0 0 0 0 0 1 2 10 5:30 PM 0 0 5 0 0 2 0 0 0 0 0 0 0000000 0 0 0 2 12 5:15 PM 0 2 0 0 0 0 0 1 1 0 2 11 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0010000 0 1 0 4 0 4:45 PM 0 0 0 1 0 0 0 0 0 0 4 0 4:30 PM 0 0 0 1 0 1 1 1 0 0 0 0 1010001 0 1 0 1 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Village Pkwy Village Pkwy 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 2 0 1 2 0 1 2 10 51033112 2 2 Peak Hour 0 0 9 7 16 0 0 0 0 4 4 2 4Count Total 0 0 12 14 26 0 0 1 10001108:45 AM 0 0 3 2 5 0 0 0 1 0 0 0 8:30 AM 0 0 4 1 5 0 0 0 0 2 2 0 0 0 1 0 8:15 AM 0 0 1 3 4 0 0 0 0 0 0 1 0 1 0 0 8:00 AM 0 0 1 1 2 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 1 2 3 0 0 0 0 1 1 0 2 0 2 3 0 EB WB NB SB Total East 7:45 AM 0 0 0 2 2 0 0 0 0%-3%HV%---0%- 0 1 7:15 AM 0 0 1 1 2 0 0 0 0 0 0 1 0 West North South 7:00 AM 0 0 1 0 0 266 74 0 48 21412022562 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 3%-2%3%0%2%0%0%0% Peak Hour All 0 0 0 84 2 0 378 144 0 0 1 6 0 16 0000072 7 683 0 HV 0 0 0 0 0 Count Total 0 0 0 21 0 5 2 83 333 11 1,063 0 115 6833813093700221300 20 65 3 179 678 8:45 AM 0 0 0 1 15 1 0 52 19 0 201 605 8:30 AM 0 0 0 4 0 0 0 80 24 0 9 63 20001800 10 49 2 188 499 8:15 AM 0 0 0 5 10 1 0 96 18 0 110 380 8:00 AM 0 0 0 2 0 0 0 41 18 0 4 38 2010500 10 34 1 106 0 7:45 AM 0 0 0 1 9 0 0 27 20 0 95 0 7:30 AM 0 0 0 4 0 1 0 22 19 0 14 27 10001000 7 20 0 69 0 7:15 AM 0 0 0 2 4 0 0 22 13 07:00 AM 0 0 0 2 0 1 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Safeway Driveway Safeway Driveway Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AM SB 2.6%0.76 TOTAL 2.3%0.85 TH RT WB 0.0%0.83 NB 2.6%0.74 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 0.0%0.60 0 0 0 1 2 0 000 0 0 0 2 1 1 1 N Amador Plaza Rd Safeway Driveway Safeway Driveway Am a d o r P l a z a Rd Safeway Driveway Am a d o r P l a z a Rd 683TEV: 0.85PHF: 7 21 4 48 26 9 32 2 0 56 2 2 60 1220 74 26 6 0 34 2 23 0 2 12 0 0 12 9 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 3002100 4 01000 0 0 0 0 Peak Hour 0 3Count Total 0 310000001 0 2 8:45 AM 0 0 0 0 2 8:30 AM 2002000 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 10010007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 16 0 Interval Start Safeway Driveway Safeway Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One Hour 7 2 0 1 6 0000000 RTTHLT RTTHLTRT 1 13 0 26 0 Peak Hour 0 0 0 0 0 0 0 10 2 0Count Total 0 0 0 0 0 0 0 5 16210110000000 0 1 0 5 13 8:45 AM 0 0 0 0 0 0 0 4 0 0 4 11 8:30 AM 0 0 0 0 0 0 0 1 0 0 0 3 0000000 0 1 0 2 9 8:15 AM 0 0 0 0 0 0 0 0 1 0 2 10 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 2 0000000 0 2 0 3 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 2 0 7:30 AM 0 0 0 0 0 0 0 1 0 0 0 1 0000000 0 2 0 3 0 7:15 AM 0 0 0 0 0 0 0 1 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Safeway Driveway Safeway Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 2 4 1 6 8 7 1 31 2212241083 5 1 Peak Hour 0 0 10 0 10 0 0 1 2 2 5 15 10Count Total 0 0 14 3 17 0 0 0 00001115:45 PM 0 0 1 0 1 0 0 0 6 1 0 0 5:30 PM 0 0 1 0 1 0 0 0 1 1 2 7 0 1 1 1 5:15 PM 0 0 7 0 7 0 0 0 1 0 1 2 2 0 1 0 5:00 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 0 0 4:30 PM 0 0 2 2 4 0 0 0 0 0 0 1 0 1 0 0 0 EB WB NB SB Total East 4:45 PM 0 0 1 1 2 0 0 3 --2%HV%---0%- 0 0 4:15 PM 0 0 1 0 1 0 0 1 0 0 1 1 1 West North South 4:00 PM 0 0 0 0 0 336 176 0 93 352430701310 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%-0%0%0%1%0%-0% Peak Hour All 0 0 0 256 0 0 657 324 0 0 0 0 0 10 0000082 10 1,148 0 HV 0 0 0 0 0 Count Total 0 0 0 76 0 9 0 163 672 20 2,177 0 280 1,14881400337730103500 28 104 1 319 1,142 5:45 PM 0 0 0 10 31 0 0 80 59 0 273 1,091 5:30 PM 0 0 0 13 0 3 0 95 38 0 14 84 30102900 18 87 3 276 1,054 5:15 PM 0 0 0 9 36 0 0 80 39 0 274 1,029 5:00 PM 0 0 0 11 0 2 0 84 47 0 22 79 30003100 19 86 2 268 0 4:45 PM 0 0 0 8 38 0 0 80 32 0 236 0 4:30 PM 0 0 0 11 0 0 0 86 35 0 14 72 30202100 15 83 2 251 0 4:15 PM 0 0 0 3 35 0 0 71 34 04:00 PM 0 0 0 11 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Safeway Driveway Safeway Driveway Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.0%0.86 TOTAL 0.9%0.90 TH RT WB 0.0%0.91 NB 2.0%0.92 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB 0.0%0.83 0 0 0 0 1 1 020 0 0 0 3 1 8 10 N Amador Plaza Rd Safeway Driveway Safeway Driveway Am a d o r P l a z a Rd Safeway Driveway Am a d o r P l a z a Rd 1,148TEV: 0.9PHF: 10 35 2 93 45 5 46 7 0 131 0 7 138 2690 17 6 33 6 0 51 2 40 2 0 43 0 0 43 10 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 1 0000 0 0 0 00 0 THLT 00000010 0 00 0 0 0 0 0 0 0 0 0 THLT 4011002 5 00020 0 0 1 0 Peak Hour 1 1Count Total 0 410000000 0 3 5:45 PM 0 0 0 0 3 5:30 PM 2001001 1 1 5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 4:30 PM 00000004:15 PM 0 0 0 0 0 0 1 04:00 PM RT 10 0 Interval Start Safeway Driveway Safeway Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One Hour 8 2 0 0 0 0000000 RTTHLT RTTHLTRT 0 3 0 17 0 Peak Hour 0 0 0 0 0 0 0 12 2 0Count Total 0 0 0 0 0 0 0 1 10100000000000 0 0 0 1 11 5:45 PM 0 0 0 0 0 0 0 1 0 0 7 14 5:30 PM 0 0 0 0 0 0 0 5 2 0 0 0 0000000 0 0 0 1 8 5:15 PM 0 0 0 0 0 0 0 1 0 0 2 7 5:00 PM 0 0 0 0 0 0 0 1 0 0 0 1 0000000 0 2 0 4 0 4:45 PM 0 0 0 0 0 0 0 2 0 0 1 0 4:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0000000 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Safeway Driveway Safeway Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 1 1 3 4 0 3 3 16 104044240 0 4 Peak Hr 0 0 7 4 11 0 0 0 0 6 6 5 7Count Total 0 0 11 8 19 0 0 0 30001108:45 AM 0 0 2 1 3 0 0 1 1 0 1 0 8:30 AM 0 0 4 0 4 0 0 0 0 2 2 0 0 0 0 0 8:15 AM 0 0 1 2 3 0 0 0 0 1 1 1 3 2 0 0 8:00 AM 0 0 0 1 1 0 0 0 0 0 0 1 1 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 1 1 1 0 0 1 3 0 EB WB NB SB Total East 7:45 AM 0 0 1 2 3 0 0 0 0%-2%HV%----- 0 0 7:15 AM 0 0 1 1 2 0 0 0 0 1 1 1 0 West North South 7:00 AM 0 0 2 0 0 298 4 0 1 242003021 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%2%-2%0%-0% Peak Hour All 0 0 0 2 1 0 409 4 2 0 0 4 0 11 0000070 0 551 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 6 0 4 382 0 810 0 90 55144200420020000 0 79 0 143 543 8:45 AM 0 0 0 0 1 0 0 63 0 0 153 464 8:30 AM 0 0 0 0 0 0 0 86 2 0 1 63 0010000 0 58 0 165 373 8:15 AM 0 0 0 0 1 1 0 105 0 0 82 259 8:00 AM 0 0 0 0 0 0 0 38 0 1 2 39 0020000 0 37 0 64 0 7:45 AM 0 0 0 0 0 0 0 27 0 0 62 0 7:30 AM 0 0 0 0 0 0 0 23 0 0 0 39 0000000 1 25 0 51 0 7:15 AM 0 0 0 0 0 0 0 23 0 17:00 AM 0 0 0 0 0 1 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start N/A Togo's Driveway Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT SB 1.6%0.77 TOTAL 2.0%0.83 TH RTUTLTTHRTUTLT WB 0.0%0.63 NB 2.3%0.71 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB -- Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AMN Amador Plaza Rd Togo's Driveway Togo's Driveway Am a d o r P l a z a Rd Am a d o r P l a z a Rd 551TEV: 0.83PHF: 24 2 1 24 3 30 0 0 2 3 5 5 0 4 29 8 30 3 24 6 1 4 0 00 0 0 0 4 4 2 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 4 0000004Peak Hour 0 0 0 0 0 0 0 6 0 6 0Count Total 0 0 0 0 0 0 0 0 4000101 0 3 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 3 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 28:15 AM 0 0 0 0 0 0 0 1 0 1 2 2 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 1 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 11 0 Interval Start N/A Togo's Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastbound 7 0 0 0 4 0000000 0 8 0 19 0 Peak Hour 0 0 0 0 0 0 0 11 0 0Count Total 0 0 0 0 0 0 0 3 11200010000000 0 0 0 4 11 8:45 AM 0 0 0 0 0 0 0 4 0 0 3 7 8:30 AM 0 0 0 0 0 0 0 1 0 0 0 2 0000000 0 1 0 1 6 8:15 AM 0 0 0 0 0 0 0 0 0 0 3 8 8:00 AM 0 0 0 0 0 0 0 1 0 0 0 2 0000000 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 2 0 7:30 AM 0 0 0 0 0 0 0 1 0 0 0 1 0000000 0 1 0 3 0 7:15 AM 0 0 0 0 0 0 0 2 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start N/A Togo's Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 8 11 9 13 10 6 2 2 61 2042241051 11 12 Peak Hr 0 0 7 1 8 0 0 0 3 3 6 20 18Count Total 0 1 10 4 15 0 1 0 00000015:45 PM 0 0 0 1 1 0 0 2 0 0 0 0 5:30 PM 0 0 1 0 1 0 0 0 1 2 3 3 3 0 1 4 5:15 PM 0 0 6 0 6 0 0 0 1 0 1 4 1 3 4 4 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 2 4 0 0 2 4:30 PM 0 1 2 1 4 0 0 0 0 0 0 2 5 2 0 0 0 EB WB NB SB Total East 4:45 PM 0 0 1 1 2 1 1 5 0%-2%HV%----- 4 2 4:15 PM 0 0 0 1 1 0 0 0 1 0 1 1 1 West North South 4:00 PM 0 0 0 0 0 454 19 1 24 35200250181 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%0%0%-1%0%-0% Peak Hour All 0 0 0 38 1 0 859 49 2 0 0 1 0 8 0000070 0 894 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 48 0 41 664 0 1,702 0 227 894119607850060310 5 107 0 233 880 5:45 PM 0 0 0 0 6 0 0 108 3 0 218 859 5:30 PM 0 0 0 0 0 4 0 121 3 0 6 73 00110400 6 87 0 216 834 5:15 PM 0 0 0 0 5 0 0 106 7 1 213 808 5:00 PM 0 0 0 0 0 4 0 109 8 0 5 79 0070500 1 80 0 212 0 4:45 PM 0 0 0 0 3 0 0 113 6 1 193 0 4:30 PM 0 0 0 0 0 8 0 93 7 0 6 76 0040700 5 77 0 190 0 4:15 PM 0 0 0 0 5 0 0 90 9 04:00 PM 0 0 0 0 0 4 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start N/A Togo's Driveway Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT SB 0.3%0.84 TOTAL 0.9%0.96 TH RTUTLTTHRTUTLT WB 0.0%0.72 NB 1.5%0.94 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB -- Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PMN Amador Plaza Rd Togo's Driveway Togo's Driveway Am a d o r P l a z a Rd Am a d o r P l a z a Rd 894TEV: 0.96PHF: 35 2 24 37 7 47 3 1 18 25 43 43 0 19 45 4 47 4 37 8 1 2 0 02 0 0 1 4 5 10 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 4 0002002Peak Hour 0 0 0 0 0 0 0 3 0 6 0Count Total 0 0 0 0 0 0 0 3 4000000 0 4 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 5 5:30 PM 0 0 0 0 0 0 0 0 1 0 0 25:15 PM 0 0 0 0 0 0 0 0 0 1 2 2 5:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4:15 PM 0 0 0 0 0 0 0 0 1 0 0 TH RT LT TH RT 4:00 PM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 8 0 Interval Start N/A Togo's Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastbound 7 0 0 0 1 0000000 0 4 0 15 0 Peak Hour 0 0 0 0 0 0 0 10 0 0Count Total 0 0 0 0 0 1 0 1 8000010000000 0 0 0 1 9 5:45 PM 0 0 0 0 0 0 0 1 0 0 6 12 5:30 PM 0 0 0 0 0 0 0 6 0 0 0 0 0000000 0 0 0 0 7 5:15 PM 0 0 0 0 0 0 0 0 0 0 2 7 5:00 PM 0 0 0 0 0 0 0 1 0 0 0 1 0000000 0 1 0 4 0 4:45 PM 0 0 0 0 0 0 0 2 0 0 1 0 4:30 PM 0 0 0 0 0 1 0 0 0 0 0 1 0000000 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start N/A Togo's Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 5 1 4 2 1 13 126033060 1 6 Peak Hr 0 0 5 5 10 0 0 0 0 7 7 0 6Count Total 0 0 9 8 17 0 0 1 00001108:45 AM 0 0 3 1 4 0 0 0 2 0 0 2 8:30 AM 0 0 3 1 4 0 0 0 0 2 2 0 2 0 0 1 8:15 AM 0 0 1 2 3 0 0 0 0 1 1 0 0 2 0 3 8:00 AM 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 1 0 1 0 0 0 0 1 1 0 0 0 1 1 0 EB WB NB SB Total East 7:45 AM 0 0 1 1 2 0 0 0 --2%HV%----- 0 0 7:15 AM 0 0 0 1 1 0 0 0 0 2 2 0 0 West North South 7:00 AM 0 0 0 0 0 264 14 0 12 2490010020 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 7%-0%2%-2%0%-0% Peak Hour All 0 0 0 5 0 0 349 31 0 0 0 5 0 10 0000041 0 551 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 19 0 17 385 0 806 0 83 54832704320070100 4 78 0 141 551 8:45 AM 0 0 0 0 2 0 0 47 7 0 155 479 8:30 AM 0 0 0 0 0 3 0 82 1 0 4 68 0000000 2 59 0 169 385 8:15 AM 0 0 0 0 0 0 0 100 3 0 86 258 8:00 AM 0 0 0 0 0 5 0 35 3 0 2 44 0020000 0 41 0 69 0 7:45 AM 0 0 0 0 2 0 0 22 3 0 61 0 7:30 AM 0 0 0 0 0 1 0 20 4 0 0 36 0010000 1 27 0 42 0 7:15 AM 0 0 0 0 0 0 0 11 3 07:00 AM 0 0 0 0 0 0 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start N/A Sprouts Driveway Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT SB 1.9%0.80 TOTAL 1.8%0.82 TH RTUTLTTHRTUTLT WB 0.0%0.60 NB 1.8%0.67 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB -- Date: 05/31/2023 Peak Hour Count Period: 7:00 AM 9:00 AMN Amador Plaza Rd Sprouts Driveway Sprouts Driveway Am a d o r P l a z a Rd Am a d o r P l a z a Rd 551TEV: 0.82PHF: 24 9 12 26 1 26 6 0 2 10 12 26 0 14 26 4 27 8 25 9 0 3 0 00 0 0 0 6 6 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 3 0000003Peak Hour 0 0 0 0 0 0 0 7 0 7 0Count Total 0 0 0 0 0 0 0 0 4000101 0 3 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 3 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 28:15 AM 0 0 0 0 0 0 0 1 0 1 2 3 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 2 0 2 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 10 0 Interval Start N/A Sprouts Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastbound 4 1 0 0 5 0000000 0 8 0 17 0 Peak Hour 0 0 0 0 0 0 0 8 1 0Count Total 0 0 0 0 0 0 0 4 12300010000000 0 1 0 4 10 8:45 AM 0 0 0 0 0 0 0 3 0 0 3 7 8:30 AM 0 0 0 0 0 0 0 0 1 0 0 2 0000000 0 1 0 1 5 8:15 AM 0 0 0 0 0 0 0 0 0 0 2 5 8:00 AM 0 0 0 0 0 0 0 1 0 0 0 1 0000000 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 1 0000000 0 1 0 1 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start N/A Sprouts Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 6 2 5 5 0 6 8 34 19 WB 0.0%0.78 NB 1.7%0.95 Peak Hour: 5:00 PM 6:00 PM HV %:PHF EB -- Date: 05/31/2023 Peak Hour Count Period: 4:00 PM 6:00 PM SB 0.6%0.89 TOTAL 1.2%0.97 TH RTUTLTTHRTUTLT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start 0 Sprouts Driveway Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT 0 11 0 4 0 0 9 57 0 187 0 4:15 PM 0 0 0 0 6 0 0 94 13 04:00 PM 0 0 0 0 0 8 0 9 55 0 180 0 4:45 PM 0 0 0 0 1 0 0 93 12 0 195 0 4:30 PM 0 0 0 0 0 10 0 82 20 0 10 68 0 182 744 5:00 PM 0 0 0 0 0 13 0 88 16 0 11 58 0060300 0 8 0 5 0 0 9 59 0 207 764 5:15 PM 0 0 0 0 6 1 0 102 17 0 8 73 0 215 815 5:45 PM 0 0 0 0 10 0 0 93 19 0 211 780 5:30 PM 0 0 0 0 0 12 0 110 16 0 9 63 0 221 85410415097800100500 Count Total 0 0 0 0 0 78 0 74 511 0 1,598 0 Peak Hour All 0 0 0 40 1 0 766 128 0 0 0 2 0 10 0000080 0 854 0 HV 0 0 0 0 0 0 0 409 67 0 35 27300430261 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%1%-1%0%-0%0%-2%HV%----- 0 0 4:15 PM 0 0 0 1 1 0 0 0 1 0 1 2 0 West North South 4:00 PM 0 0 0 0 0 0 EB WB NB SB Total East 4:45 PM 0 0 0 1 1 0 2 1 0 0 1 3 4:30 PM 0 0 1 1 2 0 0 2 1 0 1 2 1 0 0 5 5:15 PM 0 0 5 0 5 0 0 0 1 0 1 0 0 1 0 3 5:00 PM 0 0 1 1 2 0 0 0 0 0 0 1 5:45 PM 0 0 0 1 1 0 0 3 0 0 3 0 5:30 PM 0 0 2 0 2 0 0 0 2 1 3 0 0 0 4 0 4000000 0 19 Peak Hr 0 0 8 2 10 0 0 0 7 1 8 9 6Count Total 0 0 9 5 14 0 12314340 N Amador Plaza Rd Sprouts Driveway Sprouts Driveway Am a d o r P l a z a Rd Am a d o r P l a z a Rd 854TEV: 0.97PHF: 27 3 35 30 8 43 5 0 26 43 69 102 0 67 40 9 47 7 31 7 1 1 0 03 0 0 0 12 4 3 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. Northbound Southbound UT LT TH RT UT LT TH RT Interval Start 0 Sprouts Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT 1 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0000000 0 0 0 0 0 0 0 1 0 2 0 4:45 PM 0 0 0 0 0 0 0 1 0 0 0 1 0 2 6 5:15 PM 0 0 0 0 0 0 0 1 0 0 1 4 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 5 10 5:30 PM 0 0 0 0 0 0 0 5 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 2 10 5:45 PM 0 0 0 0 0 0 0 2 0 0 1 10000010 0 5 0 14 0 Peak Hour 0 0 0 0 0 0 0 9 0 0Count Total 0 0 0 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 10 0 Interval Start 0 Sprouts Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastbound 8 0 0 0 2 0000000 0 0 1 0 4:15 PM 0 0 0 0 0 0 0 0 1 0 0 TH RT LT TH RT 4:00 PM 0 0 0 0 2 0 4:45 PM 0 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 4:30 PM 0 0 0 0 0 0 0 0 0 1 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 1 4 4 5:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 4 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 6 5:30 PM 0 0 0 0 0 0 0 0 2 0 0 1 4000000 0 1 0 8 0Count Total 0 0 0 0 0 0 0 6 0 4 0003001Peak Hour 0 0 0 0 0 1 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 3 4 15 4 4 4 5 40 2304047016 24 2 Peak Hour 0 8 9 3 20 0 0 0 11 0 11 11 3Count Total 1 17 13 4 35 0 2 2 10030301:45 PM 0 1 1 0 2 0 0 0 0 3 1 0 1:30 PM 0 2 1 0 3 0 0 0 1 0 1 2 0 2 1 0 1:15 PM 0 2 1 1 4 0 0 0 3 0 3 2 1 0 11 0 1:00 PM 1 4 1 0 6 0 0 0 2 0 2 4 0 3 0 0 12:30 PM 0 3 3 0 6 0 0 0 0 0 0 2 0 1 0 5 0 EB WB NB SB Total East 12:45 PM 0 0 2 2 4 0 0 1 0%0%1%HV%0%0%0%0%0% 1 0 12:15 PM 0 1 3 1 5 0 0 0 2 0 2 0 0 West North South 12:00 PM 0 4 1 8 203 637 832 27 108 469179477417317321 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%0%0%1%0%1%1%0%0% Peak Hour All 6 81 144 299 35 372 1,262 1,598 43 0 0 3 0 20 0000045 60 3,891 0 HV 0 0 0 0 0 Count Total 7 184 299 369 4 1,545 347 226 914 150 7,654 0 940 3,7631571904271042402105031239 21 125 14 946 3,846 1:45 PM 1 28 32 41 33 2 47 161 201 2 948 3,874 1:30 PM 0 23 38 33 0 204 42 143 197 4 34 110 2501714234444 36 106 27 929 3,828 1:15 PM 0 25 49 66 28 6 39 164 178 6 1,023 3,891 1:00 PM 0 27 36 50 0 186 40 159 230 7 30 138 1311844752939 26 106 13 974 0 12:45 PM 3 20 40 51 38 5 62 157 209 12 902 0 12:30 PM 2 23 34 42 1 200 44 154 184 5 19 103 2111794544456 33 122 13 992 0 12:15 PM 1 13 35 38 39 3 46 167 209 312:00 PM 0 25 35 48 1 211 37 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd San Ramon Rd San Ramon Rd 15-min TotalUTLTTHRT Date: 06/03/2023 Peak Hour Count Period: 12:00 PM 2:00 PM SB 0.5%0.88 TOTAL 0.5%0.95 TH RT WB 0.7%0.98 NB 0.5%0.97 Peak Hour: 12:00 PM 1:00 PM HV %:PHF EB 0.0%0.90 0 0 0 0 0 0 040 0 0 0 16 0 0 7 N San Ramon Rd Dublin Blvd Dublin Blvd Sa n R a m o n R d Dublin Blvd Sa n R a m o n R d 3,891TEV: 0.95PHF: 60 46 9 10 8 66 4 91 8 27 173 173 774 1,124 1,0884 83 2 63 7 20 3 1, 6 9 3 1, 4 4 3 21 179 144 81 410 442 6 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00002000 0 00 0 0 0 0 0 0 0 0 0 THLT 4000004 11 000110 0 0 0 0 Peak Hour 0 0Count Total 0 730030000 0 6 1:45 PM 0 0 0 0 6 1:30 PM 1000001 3 5 1:15 PM 0 3 0 0 0 0 0 0 0 0 0 0 4 1:00 PM 2002 0 0 12:45 PM 0 0 0 0 0 12:30 PM 000000012:15 PM 0 0 0 0 0 0 2 012:00 PM RT 20 0 Interval Start Dublin Blvd Dublin Blvd San Ramon Rd San Ramon Rd 15-min Total Rolling One Hour 4 5 0 0 3 0080000 RTTHLT RTTHLTRT 0 3 1 35 0 Peak Hour 0 0 0 0 0 0 2 6 5 0Count Total 0 1 0 0 0 17 0 2 15000000010001 0 0 0 3 17 1:45 PM 0 0 0 0 0 0 0 1 0 0 4 20 1:30 PM 0 0 0 0 0 2 0 1 0 0 0 0 1020000 0 0 0 6 21 1:15 PM 0 0 0 0 0 0 1 0 0 0 4 20 1:00 PM 0 1 0 0 0 4 0 2 0 0 0 2 0000000 0 0 0 6 0 12:45 PM 0 0 0 0 0 0 0 1 2 0 5 0 12:30 PM 0 0 0 0 0 3 0 1 2 0 0 1 0010000 0 0 0 5 0 12:15 PM 0 0 0 0 0 0 0 0 1 0 TH RT 12:00 PM 0 0 0 0 0 4 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd San Ramon Rd San Ramon Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 5 3 7 15 2 10 9 53 276000669 14 9 Peak Hour 2 6 1 0 9 0 0 0 0 0 0 21 9Count Total 5 13 3 2 23 0 1 1 30000041:45 PM 0 1 0 0 1 0 0 5 2 3 0 1 1:30 PM 0 2 1 0 3 0 0 0 0 0 0 1 0 0 4 4 1:15 PM 0 2 0 0 2 0 0 0 0 0 0 5 2 2 5 0 1:00 PM 0 4 0 0 4 0 0 0 0 0 0 0 2 0 1 0 12:30 PM 2 0 1 0 3 0 0 0 0 0 0 4 0 1 2 5 0 EB WB NB SB Total East 12:45 PM 0 0 0 0 0 0 0 0 -1%0%HV%0%0%0%0%0% 0 0 12:15 PM 2 3 0 0 5 0 0 0 0 0 0 2 0 West North South 12:00 PM 1 1 1 0 121 41 73 0 197 609522666901470 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%0%0%0%1%0% Peak Hour All 33 201 790 296 0 255 85 152 0 0 0 0 0 9 0600100 242 2,778 0 HV 0 0 2 0 0 Count Total 60 367 1,527 174 40 127 1,420 382 104 494 5,483 0 654 2,720920045114652119131031 44 14 74 689 2,758 1:45 PM 6 41 175 22 33 0 38 11 21 0 713 2,778 1:30 PM 7 42 180 18 8 15 184 11 18 0 41 18 5981718141026 57 13 67 664 2,725 1:15 PM 8 39 223 23 32 0 32 15 19 0 692 2,763 1:00 PM 8 40 181 25 7 18 150 9 16 0 45 12 6111616536038 54 17 55 709 0 12:45 PM 10 62 194 27 38 0 25 6 20 0 660 0 12:30 PM 7 60 192 20 6 15 194 8 23 0 51 8 6131117839035 45 11 71 702 0 12:15 PM 4 36 177 26 46 0 30 16 15 012:00 PM 10 47 205 13 2 14 177 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Regional St Regional St 15-min TotalUTLTTHRT Date: 06/03/2023 Peak Hour Count Period: 12:00 PM 2:00 PM SB 0.0%0.91 TOTAL 0.3%0.97 TH RT WB 0.6%0.91 NB 0.4%0.89 Peak Hour: 12:30 PM 1:30 PM HV %:PHF EB 0.2%0.95 0 0 0 0 0 0 000 0 0 0 9 6 6 6 N Regional St Dublin Blvd Dublin Blvd Re g i o n a l S t Dublin Blvd Re g i o n a l S t 2,778TEV: 0.97PHF: 24 2 60 19 7 49 9 38 9 0 147 690 66 925 1,08222 7341 12 1 23 5 22 1 0 95 790 201 1,119 1,086 33 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 1:45 PM 0 0 0 0 0 1:30 PM 0000000 0 0 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM 0000 0 0 12:45 PM 0 0 0 0 0 12:30 PM 000000012:15 PM 0 0 0 0 0 0 0 012:00 PM RT 9 0 Interval Start Dublin Blvd Dublin Blvd Regional St Regional St 15-min Total Rolling One Hour 0 0 0 0 0 0006001 RTTHLT RTTHLTRT 0 0 2 23 0 Peak Hour 0 0 2 0 0 0 2 1 0 0Count Total 0 0 5 0 0 1 12 1 10000000010000 0 0 0 3 9 1:45 PM 0 0 0 0 0 0 0 1 0 0 2 9 1:30 PM 0 0 0 0 0 0 2 0 0 0 0 0 0002000 0 0 0 4 12 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 13 1:00 PM 0 0 0 0 0 0 4 0 0 0 0 0 0000000 0 0 0 3 0 12:45 PM 0 0 0 0 0 0 1 0 0 0 5 0 12:30 PM 0 0 2 0 0 0 0 0 0 0 0 0 0003000 0 0 2 5 0 12:15 PM 0 0 2 0 0 0 1 0 0 0 TH RT 12:00 PM 0 0 1 0 0 0 1 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Regional St Regional St 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 5 0 4 4 1 2 2 5 23 117000004 11 10 Peak Hour 2 6 0 1 9 0 0 1 0 0 6 2 0Count Total 5 13 0 2 20 5 0 3 14000411:45 PM 0 0 0 0 0 0 1 0 0 0 2 2 1:30 PM 0 2 0 1 3 1 0 0 0 0 0 0 0 0 1 0 1:15 PM 0 2 0 1 3 0 0 0 0 0 0 0 0 0 2 2 1:00 PM 0 4 0 0 4 0 0 0 0 0 0 0 0 1 3 0 12:30 PM 2 0 0 0 2 0 0 0 0 0 1 0 0 0 0 2 0 EB WB NB SB Total East 12:45 PM 0 0 0 0 0 0 0 0 ---HV%0%0%0%0%0% 4 0 12:15 PM 3 3 0 0 6 0 1 0 0 0 0 1 0 West North South 12:00 PM 0 2 0 1 0 0 49 0 1 052127946100 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%-8%0%1%1%0% Peak Hour All 3 75 985 16 0 0 0 93 0 0 0 0 1 9 0500000 12 2,215 0 HV 0 0 2 0 0 Count Total 8 142 1,934 15 3 227 1,890 1 0 20 4,349 0 527 2,2020140000023234100 0 0 3 545 2,200 1:45 PM 0 17 236 2 1 0 0 0 12 0 583 2,215 1:30 PM 0 12 247 2 1 27 240 0 9 0 0 0 7039247300 1 0 0 547 2,173 1:15 PM 1 20 256 1 4 0 0 0 15 0 525 2,147 1:00 PM 0 20 243 0 1 39 224 0 18 0 0 0 3026225300 0 0 2 560 0 12:45 PM 1 20 226 3 0 0 0 0 7 0 541 0 12:30 PM 1 15 260 1 1 23 250 0 13 0 0 0 5029244100 0 0 0 521 0 12:15 PM 2 13 231 3 3 0 0 0 5 012:00 PM 3 25 235 3 0 21 226 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Spruce St Spruce St 15-min TotalUTLTTHRT Date: 06/03/2023 Peak Hour Count Period: 12:00 PM 2:00 PM SB 7.7%0.46 TOTAL 0.4%0.95 TH RT WB 0.6%0.94 NB 0.0%0.68 Peak Hour: 12:30 PM 1:30 PM HV %:PHF EB 0.2%0.96 0 0 0 0 0 0 000 0 0 0 4 7 0 0 N Spruce St Dublin Blvd Dublin Blvd Sp r u c e S t Dublin Blvd Sp r u c e S t 2,215TEV: 0.95PHF: 12 0 1 13 85 0 10 946 127 1,085 1,0372 4900 4913 2 0 5 985 75 1,068 961 3 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 050 0 1 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 1 0 0 THLT 0000000 6 00000 0 0 0 0 Peak Hour 0 0Count Total 0 540000400 1 1 1:45 PM 0 0 0 0 0 1:30 PM 0000000 0 1 1:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 1:00 PM 0000 0 0 12:45 PM 0 0 0 0 0 12:30 PM 100000012:15 PM 0 0 0 0 0 0 0 012:00 PM RT 9 0 Interval Start Dublin Blvd Dublin Blvd Spruce St Spruce St 15-min Total Rolling One Hour 0 0 0 0 0 1015000 RTTHLT RTTHLTRT 0 0 2 20 0 Peak Hour 0 0 2 0 1 0 0 0 0 0Count Total 0 1 4 0 0 1 11 0 10000000000000 0 0 1 3 10 1:45 PM 0 0 0 0 0 0 0 0 0 0 3 9 1:30 PM 0 0 0 0 0 0 2 0 0 0 0 0 1011000 0 0 0 4 12 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 10 1:00 PM 0 0 0 0 0 0 4 0 0 0 0 0 0000000 0 0 0 2 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 6 0 12:30 PM 0 0 2 0 0 0 0 0 0 0 0 0 0003000 0 0 0 2 0 12:15 PM 0 1 2 0 1 0 0 0 0 0 TH RT 12:00 PM 0 0 0 0 0 0 1 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Spruce St Spruce St 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 14 18 5 10 7 14 10 10 88 41160168152 10 30 Peak Hour 0 5 3 0 8 5 0 1 0 1 7 20 28Count Total 4 11 5 1 21 5 6 0 34000411:45 PM 0 0 0 0 0 1 2 5 0 1 4 7 1:30 PM 0 3 1 0 4 1 0 0 0 0 0 1 6 0 1 2 1:15 PM 0 0 2 0 2 0 0 0 0 0 0 1 3 5 0 1 1:00 PM 0 2 0 0 2 0 0 0 0 0 0 4 0 2 1 10 12:30 PM 2 1 0 0 3 0 0 0 0 0 1 0 6 2 0 3 0 EB WB NB SB Total East 12:45 PM 0 0 0 1 1 0 0 2 -2%0%HV%0%0%0%0%0% 4 2 12:15 PM 2 3 1 0 6 0 1 0 0 0 0 6 2 West North South 12:00 PM 0 2 1 1 93 17 49 0 44 13801155888910 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 2%-0%0%0%0%2%0%0% Peak Hour All 11 179 767 169 0 183 41 127 0 0 0 0 0 8 0400201 74 2,372 0 HV 0 0 0 0 0 Count Total 19 339 1,517 173 32 95 1,767 80 28 144 4,714 0 594 2,372350941921621922025 12 5 20 595 2,355 1:45 PM 3 42 209 16 20 0 23 8 13 0 620 2,368 1:30 PM 2 41 198 15 6 12 220 4 21 0 11 2 2031323525024 12 2 15 563 2,342 1:15 PM 4 47 186 25 24 0 21 2 10 0 577 2,342 1:00 PM 2 49 174 24 0 14 214 9 19 0 10 4 2001320617029 7 5 15 608 0 12:45 PM 2 41 190 17 23 0 15 4 24 0 594 0 12:30 PM 3 45 199 24 6 4 234 9 20 0 8 1 1871422421023 11 5 17 563 0 12:15 PM 3 38 182 26 17 0 23 2 15 012:00 PM 0 36 179 26 8 9 215 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Golden Gate Dr Golden Gate Dr 15-min TotalUTLTTHRT Date: 06/03/2023 Peak Hour Count Period: 12:00 PM 2:00 PM SB 0.0%0.89 TOTAL 0.3%0.96 TH RT WB 0.5%0.95 NB 1.9%0.81 Peak Hour: 1:00 PM 2:00 PM HV %:PHF EB 0.0%0.96 0 5 0 0 1 0 000 0 0 0 2 16 15 8 N Golden Gate Dr Dublin Blvd Dublin Blvd Go l d e n G a t e D r Dublin Blvd Go l d e n G a t e D r 2,372TEV: 0.96PHF: 74 13 44 13 1 28 7 0 91 888 55 1,045 87111 491793 15 9 14 8 0 80 767 179 1,037 1,066 11 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 050 0 0 0 050 0 1 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 1 0 0 THLT 6001000 7 00000 1 0 0 0 Peak Hour 0 1Count Total 0 640000400 2 2 1:45 PM 0 0 0 0 0 1:30 PM 0000000 0 1 1:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 1:00 PM 0000 0 0 12:45 PM 0 0 0 0 0 12:30 PM 100000012:15 PM 0 0 0 0 0 0 0 012:00 PM RT 8 0 Interval Start Dublin Blvd Dublin Blvd Golden Gate Dr Golden Gate Dr 15-min Total Rolling One Hour 0 1 0 0 0 0014002 RTTHLT RTTHLTRT 0 1 0 21 0 Peak Hour 0 0 0 0 1 0 2 0 3 0Count Total 0 0 3 1 0 2 8 0 8000000000000 0 0 0 4 9 1:45 PM 0 0 0 0 0 0 0 0 1 0 2 8 1:30 PM 0 0 0 0 0 1 2 0 0 0 0 0 0000002 0 0 0 2 12 1:15 PM 0 0 0 0 0 0 0 0 0 0 1 13 1:00 PM 0 0 0 0 0 2 0 0 0 0 1 0000000 0 0 0 3 0 12:45 PM 0 0 0 0 1 0 0 0 0 0 6 0 12:30 PM 0 0 2 0 0 0 0 0 1 0 0 0 0012000 0 0 0 3 0 12:15 PM 0 0 1 1 0 0 0 0 1 0 TH RT 12:00 PM 0 0 0 0 0 0 2 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Golden Gate Dr Golden Gate Dr 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 8 4 3 4 6 4 9 4 42 234016973 15 6 Peak Hour 1 5 3 2 11 4 1 2 0 3 9 11 10Count Total 6 11 8 6 31 4 1 1 14001511:45 PM 0 1 0 0 1 0 1 3 3 1 2 1 1:30 PM 1 2 2 1 6 0 1 0 0 0 0 3 0 0 1 0 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 2 3 1 2 0 1:00 PM 0 2 1 1 4 0 0 0 0 0 0 1 0 1 1 1 12:30 PM 2 1 0 0 3 0 0 0 0 0 1 0 1 2 4 7 0 EB WB NB SB Total East 12:45 PM 0 1 1 0 2 0 0 1 -1%0%HV%0%0%0%0%0% 7 0 12:15 PM 3 2 3 0 8 0 1 0 0 2 2 0 1 West North South 12:00 PM 0 2 1 2 147 179 240 0 261 143121931877932400 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%1%1%0%1%0%0% Peak Hour All 2 146 598 489 0 270 327 459 1 0 0 1 1 11 0210201 97 3,247 0 HV 0 0 1 0 0 Count Total 2 307 1,179 239 187 382 1,583 490 276 206 6,397 0 827 3,24747600703821294919268033 56 33 19 782 3,192 1:45 PM 0 33 151 36 54 0 36 40 68 0 797 3,237 1:30 PM 1 40 148 37 21 37 192 42 52 0 52 38 28264420755039 83 34 29 841 3,240 1:15 PM 0 39 149 26 63 0 39 50 60 0 772 3,150 1:00 PM 1 34 150 22 17 57 202 38 72 1 62 33 31274317155031 62 34 36 827 0 12:45 PM 0 38 133 37 65 0 30 44 44 0 800 0 12:30 PM 0 47 153 29 27 49 207 30 50 0 61 28 18176021871036 44 38 24 751 0 12:15 PM 0 35 145 31 58 0 26 36 53 012:00 PM 0 41 150 21 23 43 194 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT Date: 06/03/2023 Peak Hour Count Period: 12:00 PM 2:00 PM SB 0.4%0.86 TOTAL 0.3%0.97 TH RT WB 0.4%0.97 NB 0.5%0.95 Peak Hour: 1:00 PM 2:00 PM HV %:PHF EB 0.1%0.96 1 3 0 0 0 1 000 0 0 1 3 4 7 9 N Amador Plaza Rd Dublin Blvd Dublin Blvd Am a d o r P l a z a Rd Dublin Blvd Am a d o r P l a z a Rd 3,247TEV: 0.97PHF: 97 14 3 26 1 50 1 56 5 0 240 793 187 1,313 1,19293 24 0 17 9 14 7 56 6 45 1 0 121 598 146 867 1,039 2 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 1 0 0 0 0 0 130 1 0 0 130 1 1 0 0000 0 0 0 00 0 THLT 02000000 0 00 0 0 0 0 0 0 1 0 0 THLT 6010000 9 00000 0 0 1 0 Peak Hour 1 2Count Total 0 650000310 1 1 1:45 PM 0 0 0 0 0 1:30 PM 0000000 0 1 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 3 1:00 PM 0000 0 0 12:45 PM 0 0 0 0 0 12:30 PM 100000012:15 PM 0 0 0 0 0 0 2 012:00 PM RT 11 0 Interval Start Dublin Blvd Dublin Blvd Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One Hour 0 1 0 0 1 1022102 RTTHLT RTTHLTRT 2 2 2 31 0 Peak Hour 0 0 1 0 2 0 4 1 3 0Count Total 0 0 5 1 1 2 6 1 11000000010000 0 1 0 6 12 1:45 PM 0 0 0 0 0 0 1 0 1 0 0 9 1:30 PM 0 0 1 0 0 0 2 0 0 0 0 0 0000000 0 0 1 4 17 1:15 PM 0 0 0 0 1 0 1 0 0 0 2 20 1:00 PM 0 0 0 0 0 1 0 0 1 0 0 0 0100000 0 0 0 3 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 8 0 12:30 PM 0 0 2 0 0 0 1 0 1 0 0 0 0002002 2 1 1 7 0 12:15 PM 0 0 2 1 1 0 0 1 0 0 TH RT 12:00 PM 0 0 0 0 0 0 1 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Dublin Blvd Dublin Blvd Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 11 12 16 8 16 0 5 8 76 47012431529 48 0 Peak Hour 0 2 3 3 8 1 0 1 3 4 10 9 19Count Total 1 4 6 3 14 2 2 5 01120411:45 PM 0 0 0 0 0 2 2 1 0 4 0 0 1:30 PM 1 1 1 0 3 0 0 0 0 0 0 0 0 0 10 0 1:15 PM 0 0 1 0 1 0 0 0 0 0 0 4 2 1 5 0 1:00 PM 0 1 1 0 2 0 0 0 1 0 1 2 7 8 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 10 0 0 1 EB WB NB SB Total East 12:45 PM 0 0 2 2 4 0 0 1 0%1%0%HV%-0%0%0%0% 6 0 12:15 PM 0 2 1 1 4 0 0 0 0 2 3 0 5 West North South 12:00 PM 0 0 0 1 99 355 372 3 262 27354132824732137 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1%0%0%1%0%0%0%0%0% Peak Hour All 0 31 36 609 64 190 681 733 9 0 0 3 0 8 0010102 25 2,210 0 HV 0 0 0 0 0 Count Total 0 64 76 100 21 579 80 500 543 46 4,295 0 518 2,08576990606661781264517 65 54 4 523 2,123 1:45 PM 0 10 14 10 83 6 23 97 80 2 497 2,138 1:30 PM 0 9 5 12 3 75 5 72 87 1 48 76 4065868927 65 74 7 547 2,173 1:15 PM 0 6 10 16 73 7 24 81 95 3 556 2,210 1:00 PM 0 8 11 8 4 79 8 94 86 0 74 72 42721264932 62 65 5 538 0 12:45 PM 0 9 11 15 81 10 24 92 87 0 532 0 12:30 PM 0 7 11 12 1 69 12 80 94 2 68 60 256912861214 58 76 14 584 0 12:15 PM 0 8 8 12 90 6 29 89 105 112:00 PM 0 7 6 15 5 72 11 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd San Ramon Rd San Ramon Rd 15-min TotalUTLTTHRT Date: 06/03/2023 Peak Hour Count Period: 12:00 PM 2:00 PM SB 0.5%0.94 TOTAL 0.4%0.95 TH RT WB 0.3%0.93 NB 0.3%0.94 Peak Hour: 12:00 PM 1:00 PM HV %:PHF EB 0.0%0.86 1 0 0 0 1 1 010 0 0 0 29 0 15 3 N San Ramon Rd Amador Valley Blvd Amador Valley Blvd Sa n R a m o n R d Amador Valley Blvd Sa n R a m o n R d 2,210TEV: 0.95PHF: 25 27 3 26 2 56 3 71 0 3 321 47 282 663 68313 37 2 35 599 86 3 64 6 37 54 36 31 121 171 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 1 0 100 0 0 0 101 0 1 0 0100 0 0 0 00 0 THLT 01100000 0 00 0 0 0 0 0 0 0 0 0 THLT 4011001 10 00120 1 0 0 0 Peak Hour 2 2Count Total 0 640111000 2 3 1:45 PM 0 0 0 1 1 1:30 PM 0000000 0 1 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4 1:00 PM 1001 0 0 12:45 PM 0 0 0 0 0 12:30 PM 000000012:15 PM 0 0 0 0 0 0 3 012:00 PM RT 8 0 Interval Start Amador Valley Blvd Amador Valley Blvd San Ramon Rd San Ramon Rd 15-min Total Rolling One Hour 0 2 0 0 3 0010101 RTTHLT RTTHLTRT 0 3 0 14 0 Peak Hour 0 0 0 0 3 0 2 2 2 0Count Total 0 1 0 0 0 1 0 0 6000000000000 0 0 0 3 10 1:45 PM 0 0 0 0 1 0 0 1 0 0 1 7 1:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0000001 0 0 0 2 10 1:15 PM 0 0 0 0 1 0 0 1 0 0 4 8 1:00 PM 0 0 0 0 0 0 0 0 2 0 0 2 0000000 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 4 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0010101 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 12:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd San Ramon Rd San Ramon Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 5 13 9 2 8 0 4 9 50 32130026310 18 16 Peak Hour 3 2 2 1 8 2 0 3 0 0 7 9 7Count Total 4 2 3 1 10 4 2 5 20100101:45 PM 0 0 0 0 0 0 3 1 2 0 1 0 1:30 PM 1 0 1 0 2 1 2 0 0 0 0 0 0 0 2 4 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 2 0 1 0 1 1:00 PM 2 0 0 1 3 0 0 0 0 0 0 0 0 3 4 4 12:30 PM 0 0 1 0 1 0 0 0 0 0 2 2 2 5 0 0 1 EB WB NB SB Total East 12:45 PM 1 1 0 0 2 0 0 2 -1%0%HV%0%2%0%0%0% 3 0 12:15 PM 0 1 1 0 2 2 0 0 0 0 1 2 0 West North South 12:00 PM 0 0 0 0 176 26 122 0 16 111427419940290 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%3%0%0%0%0% Peak Hour All 31 65 480 24 0 336 60 242 0 0 0 0 1 8 0200200 29 1,782 0 HV 0 1 2 0 0 Count Total 71 122 921 264 151 366 796 54 25 62 3,494 0 425 1,7328320105111941922027 15 2 13 421 1,745 1:45 PM 12 8 116 42 4 0 47 7 28 0 422 1,766 1:30 PM 6 20 103 24 18 31 103 10 31 0 5 2 42159926034 3 1 5 464 1,782 1:15 PM 11 10 109 28 1 0 38 7 39 0 438 1,762 1:00 PM 10 22 113 41 23 56 105 4 26 0 2 2 51856993037 6 6 7 442 0 12:45 PM 7 13 127 39 2 0 52 9 21 0 438 0 12:30 PM 4 18 122 26 19 46 104 6 36 0 5 2 121441943049 8 5 5 444 0 12:15 PM 10 12 118 36 3 0 52 9 29 012:00 PM 11 19 113 28 19 36 107 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Regional St Regional St 15-min TotalUTLTTHRT Date: 06/03/2023 Peak Hour Count Period: 12:00 PM 2:00 PM SB 1.8%0.74 TOTAL 0.4%0.96 TH RT WB 0.3%0.92 NB 0.6%0.89 Peak Hour: 12:15 PM 1:15 PM HV %:PHF EB 0.4%0.97 0 2 0 0 0 0 000 0 0 0 10 13 3 6 N Regional St Amador Valley Blvd Amador Valley Blvd Re g i o n a l S t Amador Valley Blvd Re g i o n a l S t 1,782TEV: 0.96PHF: 29 11 16 56 10 0 0 9 402 199 684 69274 12 226 17 6 32 4 35 2 0 142 480 65 718 638 31 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 2 0 0 1 0 020 0 0 0 130 0 3 0 0100 0 0 0 02 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 2000000 7 00000 0 0 0 0 Peak Hour 0 0Count Total 0 410000000 3 3 1:45 PM 0 0 0 0 0 1:30 PM 0000000 0 2 1:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 3 1:00 PM 0000 0 0 12:45 PM 0 0 0 0 0 12:30 PM 200000012:15 PM 0 0 0 0 0 0 1 012:00 PM RT 8 0 Interval Start Amador Valley Blvd Amador Valley Blvd Regional St Regional St 15-min Total Rolling One Hour 0 0 0 0 0 1002002 RTTHLT RTTHLTRT 0 0 1 10 0 Peak Hour 0 1 2 0 0 0 3 0 0 0Count Total 0 1 3 0 0 0 2 0 5000000000000 0 0 0 2 7 1:45 PM 0 0 0 0 0 0 1 0 0 0 0 6 1:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0000000 0 0 1 3 8 1:15 PM 0 0 0 0 0 0 0 0 0 0 2 5 1:00 PM 0 1 1 0 0 0 0 0 0 0 0 0 0001000 0 0 0 1 0 12:45 PM 0 0 1 0 0 0 1 0 0 0 2 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0001001 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 12:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Regional St Regional St 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 12 11 4 4 10 2 8 5 56 297001001012 21 15 Peak Hour 2 0 1 0 3 3 7 13 1 0 19 0 20Count Total 4 1 1 0 6 5 2 2 10010101:45 PM 0 0 0 0 0 0 4 0 2 5 1 1 1:30 PM 2 0 0 0 2 1 3 0 0 0 1 0 1 0 5 0 1:15 PM 0 1 0 0 1 0 1 0 0 0 1 0 5 2 2 0 1:00 PM 0 0 1 0 1 1 0 1 0 0 1 0 0 4 0 7 12:30 PM 0 0 0 0 0 0 6 0 0 0 2 0 3 1 0 0 1 EB WB NB SB Total East 12:45 PM 1 0 0 0 1 0 6 0 -1%0%HV%-0%0%0%0% 2 5 12:15 PM 1 0 0 0 1 2 0 2 0 0 3 0 5 West North South 12:00 PM 0 0 0 0 160 4 285 0 2 11501621747910 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%0%0%0%0%0% Peak Hour All 0 3 545 4 0 324 4 561 0 0 0 0 0 3 0000100 10 1,873 0 HV 0 0 2 0 0 Count Total 2 6 1,110 261 43 437 893 4 2 12 3,663 0 440 1,80806801016611150037 1 1 1 423 1,843 1:45 PM 0 1 122 28 0 0 41 0 74 0 463 1,873 1:30 PM 1 0 130 29 11 47 87 0 65 0 0 0 06541061043 0 0 2 482 1,873 1:15 PM 1 2 156 29 1 0 45 1 69 0 475 1,855 1:00 PM 0 0 139 35 2 61 127 1 65 0 0 1 32601230033 1 0 2 453 0 12:45 PM 0 0 143 44 0 0 40 0 61 0 463 0 12:30 PM 0 2 130 37 4 51 125 2 90 0 1 0 38451040042 0 0 0 464 0 12:15 PM 0 1 133 34 2 0 43 0 69 012:00 PM 0 0 157 25 4 58 106 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT Date: 06/03/2023 Peak Hour Count Period: 12:00 PM 2:00 PM SB 0.0%0.81 TOTAL 0.2%0.97 TH RT WB 0.0%0.93 NB 0.2%0.84 Peak Hour: 12:15 PM 1:15 PM HV %:PHF EB 0.3%0.93 0 3 0 0 0 0 000 0 7 0 12 7 10 0 N Amador Plaza Rd Amador Valley Blvd Amador Valley Blvd Am a d o r P l a z a Rd Amador Valley Blvd Am a d o r P l a z a Rd 1,873TEV: 0.97PHF: 10 1 2 13 8 0 1 479 217 713 84816 28 5 4 16 0 44 9 36 8 0 150 545 3 698 649 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 1 2 0 0 0 0 030 0 7 0 050 3 10 0 1010 0 0 0 02 0 THLT 00000001 0 10 0 0 0 0 0 0 0 0 0 THLT 10000000 19 00100 0 0 0 0 Peak Hour 0 0Count Total 0 710100000 4 7 1:45 PM 0 0 0 0 9 1:30 PM 1000000 1 10 1:15 PM 0 0 0 0 0 0 0 1 0 1 0 0 12 1:00 PM 1000 6 0 12:45 PM 0 0 0 0 0 12:30 PM 200000012:15 PM 0 6 0 0 1 0 3 012:00 PM RT 3 0 Interval Start Amador Valley Blvd Amador Valley Blvd Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One Hour 0 0 0 0 0 0000001 RTTHLT RTTHLTRT 0 0 0 6 0 Peak Hour 0 0 2 0 0 0 1 0 0 0Count Total 0 0 3 1 0 0 1 0 4000000000000 0 0 0 2 5 1:45 PM 0 0 0 0 0 0 0 0 0 0 1 3 1:30 PM 0 0 1 1 0 0 0 0 0 0 0 0 0001000 0 0 0 1 3 1:15 PM 0 0 0 0 0 0 1 0 0 0 1 2 1:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 12:45 PM 0 0 1 0 0 0 0 0 0 0 1 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 12:15 PM 0 0 1 0 0 0 0 0 0 0 TH RT 12:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Amador Valley Blvd Amador Valley Blvd Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 3 3 5 0 5 1 5 2 24 111101442 4 2 Peak Hour 0 0 1 1 2 0 0 0 5 4 9 8 10Count Total 0 0 3 6 9 0 1 0 00022411:45 PM 0 0 0 0 0 0 1 2 2 1 0 0 1:30 PM 0 0 0 1 1 0 0 1 0 0 0 0 0 1 0 0 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 2 3 0 0 0 1:00 PM 0 0 1 1 2 0 0 0 0 0 0 0 1 1 1 1 12:30 PM 0 0 0 0 0 0 0 1 1 0 1 0 1 1 4 6 0 EB WB NB SB Total East 12:45 PM 0 0 0 0 0 0 1 2 --0%HV%---0%- 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 2 2 1 2 West North South 12:00 PM 0 0 2 0 0 429 137 0 83 475370001070 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%0%0%--0% Peak Hour All 0 0 0 229 0 1 832 289 0 0 0 1 0 2 0000010 16 1,284 0 HV 0 0 0 0 0 Count Total 0 0 0 79 0 3 0 156 889 29 2,507 0 317 1,2431073501711240103100 15 96 3 294 1,238 1:45 PM 0 0 0 10 26 0 0 92 48 0 314 1,284 1:30 PM 0 0 0 12 0 2 0 103 31 0 24 107 20003600 19 121 4 318 1,278 1:15 PM 0 0 0 11 19 0 0 113 30 0 312 1,264 1:00 PM 0 0 0 12 0 0 0 108 35 0 13 127 20001900 27 120 8 340 0 12:45 PM 0 0 0 8 33 0 0 105 41 0 308 0 12:30 PM 0 0 0 6 0 0 0 107 34 0 16 103 30003400 25 103 3 304 0 12:15 PM 0 0 0 11 31 0 1 97 35 012:00 PM 0 0 0 9 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Safeway Driveway Safeway Driveway Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT Date: 06/03/2023 Peak Hour Count Period: 12:00 PM 2:00 PM SB 0.2%0.93 TOTAL 0.2%0.94 TH RT WB 0.0%0.74 NB 0.2%0.97 Peak Hour: 12:30 PM 1:30 PM HV %:PHF EB 0.0%0.77 0 0 0 0 0 0 001 0 0 0 2 1 4 4 N Amador Plaza Rd Safeway Driveway Safeway Driveway Am a d o r P l a z a Rd Safeway Driveway Am a d o r P l a z a Rd 1,284TEV: 0.94PHF: 16 47 5 83 57 4 53 6 0 107 0 0 107 2200 13 7 42 9 0 56 6 51 2 0 37 0 0 37 16 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 02000000 0 00 0 0 0 0 0 0 0 0 0 THLT 1000010 9 01221 0 0 0 1 Peak Hour 0 3Count Total 0 540020001 1 1 1:45 PM 0 0 1 0 1 1:30 PM 0000000 0 2 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4 1:00 PM 0000 1 0 12:45 PM 1 0 0 0 0 12:30 PM 100001012:15 PM 0 0 0 0 0 0 2 012:00 PM RT 2 0 Interval Start Safeway Driveway Safeway Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One Hour 1 0 0 0 1 0000000 RTTHLT RTTHLTRT 0 6 0 9 0 Peak Hour 0 0 0 0 0 0 0 1 2 0Count Total 0 0 0 0 0 0 0 0 3000000000000 0 1 0 1 3 1:45 PM 0 0 0 0 0 0 0 0 0 0 0 2 1:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 1 0 2 2 1:15 PM 0 0 0 0 0 0 0 1 0 0 0 6 1:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 4 0 6 0 12:15 PM 0 0 0 0 0 0 0 0 2 0 TH RT 12:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Safeway Driveway Safeway Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 8 9 8 5 3 4 2 3 42 25100001203 3 12 Peak Hr 0 0 1 0 1 0 0 0 1 0 1 27 0Count Total 0 0 2 3 5 0 0 0 00010131:45 PM 0 0 0 0 0 0 0 2 0 0 0 0 1:30 PM 0 0 0 1 1 0 0 0 0 0 0 4 0 0 0 2 1:15 PM 0 0 1 0 1 0 0 0 0 0 0 1 0 0 0 2 1:00 PM 0 0 1 0 1 0 0 0 0 0 0 3 0 1 5 1 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 6 0 2 2 2 0 EB WB NB SB Total East 12:45 PM 0 0 0 0 0 0 0 2 --0%HV%----- 0 2 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 6 0 West North South 12:00 PM 0 0 0 0 0 461 31 3 27 42800370290 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%0%0%0%-0%0%-0% Peak Hour All 0 0 0 61 0 0 938 62 5 0 0 0 0 1 0000010 0 1,016 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 62 0 55 823 0 2,006 0 252 99311680111070040600 9 82 0 229 1,002 1:45 PM 0 0 0 0 6 0 0 120 5 1 257 1,016 1:30 PM 0 0 0 0 0 6 0 123 11 1 3 105 0070700 10 112 0 255 1,016 1:15 PM 0 0 0 0 5 0 0 114 8 0 261 1,013 1:00 PM 0 0 0 0 0 6 0 112 9 2 7 114 00130400 4 104 0 243 0 12:45 PM 0 0 0 0 8 0 0 105 9 1 257 0 12:30 PM 0 0 0 0 0 12 0 130 5 0 6 98 00601200 5 101 0 252 0 12:15 PM 0 0 0 0 13 0 0 118 7 012:00 PM 0 0 0 0 0 8 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start N/A Togo's Driveway Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT SB 0.0%0.93 TOTAL 0.1%0.97 TH RTUTLTTHRTUTLT WB 0.0%0.83 NB 0.2%0.91 Peak Hour: 12:15 PM 1:15 PM HV %:PHF EB -- Date: 06/03/2023 Peak Hour Count Period: 12:00 PM 2:00 PMN Amador Plaza Rd Togo's Driveway Togo's Driveway Am a d o r P l a z a Rd Am a d o r P l a z a Rd 1,016TEV: 0.97PHF: 42 8 27 45 8 49 3 3 29 37 66 58 0 31 46 1 49 2 46 5 0 0 0 00 0 0 3 10 0 12 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 0 0 0 1 0Count Total 0 0 0 0 0 0 0 1 1100001 0 0 1:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:30 PM 0 0 0 0 0 0 0 0 0 0 0 01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 12:00 PM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 1 0 Interval Start N/A Togo's Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastbound 1 0 0 0 0 0000000 0 3 0 5 0 Peak Hour 0 0 0 0 0 0 0 2 0 0Count Total 0 0 0 0 0 0 0 0 3000000000000 0 1 0 1 3 1:45 PM 0 0 0 0 0 0 0 0 0 0 1 2 1:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0000000 0 0 0 1 1 1:15 PM 0 0 0 0 0 0 0 1 0 0 0 2 1:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 2 0 2 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 12:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start N/A Togo's Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 6 3 1 7 7 5 9 5 43 1811000250 0 28 Peak Hr 0 0 1 0 1 0 0 0 1 4 5 3 12Count Total 0 1 1 1 3 0 1 0 40011201:45 PM 0 0 0 0 0 0 0 1 5 0 3 5 1:30 PM 0 0 0 1 1 0 0 0 0 1 1 0 0 0 0 2 1:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 4 0 0 6 1:00 PM 0 0 1 0 1 0 0 0 0 0 0 1 0 0 1 2 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 EB WB NB SB Total East 12:45 PM 0 0 0 0 0 0 0 0 --0%HV%----- 0 5 12:15 PM 0 0 0 0 0 0 0 0 0 2 2 0 1 West North South 12:00 PM 0 1 0 0 0 390 68 0 49 30400520180 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%-0%0%-0% Peak Hour All 0 0 0 38 0 0 790 164 0 0 0 0 0 1 0000010 0 881 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 97 0 86 583 0 1,758 0 230 87894320107000160800 9 61 0 209 870 1:45 PM 0 0 0 0 4 0 0 103 23 0 218 861 1:30 PM 0 0 0 0 0 9 0 97 21 0 10 77 0070600 10 81 0 221 881 1:15 PM 0 0 0 0 2 0 0 100 18 0 222 880 1:00 PM 0 0 0 0 0 10 0 91 18 0 13 87 0090400 9 65 0 200 0 12:45 PM 0 0 0 0 8 0 0 79 19 0 238 0 12:30 PM 0 0 0 0 0 20 0 120 13 0 17 71 00130400 8 71 0 220 0 12:15 PM 0 0 0 0 2 0 0 106 20 012:00 PM 0 0 0 0 0 13 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start N/A Sprouts Driveway Amador Plaza Rd Amador Plaza Rd 15-min TotalUTLTTHRT SB 0.0%0.88 TOTAL 0.1%0.93 TH RTUTLTTHRTUTLT WB 0.0%0.63 NB 0.2%0.86 Peak Hour: 12:15 PM 1:15 PM HV %:PHF EB -- Date: 06/03/2023 Peak Hour Count Period: 12:00 PM 2:00 PMN Amador Plaza Rd Sprouts Driveway Sprouts Driveway Am a d o r P l a z a Rd Am a d o r P l a z a Rd 881TEV: 0.93PHF: 30 4 49 35 3 40 8 0 18 52 70 117 0 68 39 0 45 8 35 6 0 0 0 00 0 0 0 11 5 2 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 1 3 0 5 0Count Total 0 0 0 0 0 0 0 1 3100102 0 1 1:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1:30 PM 0 0 0 0 0 0 0 0 0 0 1 01:15 PM 0 0 0 0 0 0 0 0 0 0 0 2 1:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 12:00 PM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 1 0 Interval Start N/A Sprouts Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastbound 1 0 0 0 0 0000000 0 1 0 3 0 Peak Hour 0 0 0 0 0 0 0 1 0 0Count Total 0 0 0 0 0 1 0 0 2000000000000 0 1 0 1 2 1:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 1:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 1 1 1:15 PM 0 0 0 0 0 0 0 1 0 0 0 1 1:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 1 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 12:00 PM 0 0 0 0 0 1 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start N/A Sprouts Driveway Amador Plaza Rd Amador Plaza Rd 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Local Transportation Analysis │Dublin Commons August 2024 │ Final B – Volume Processing for Existing Traffic Counts Existing Saturday Raw Counts LT TH RT LT TH RT LT TH RT LT TH RT 3 Dublin Blvd. / San Ramon Rd 224 637 832 135 469 60 87 144 179 778 173 173 3891 4 Dublin Blvd. / Regional St 121 41 73 197 60 242 234 790 95 88 690 147 2778 5 Dublin Blvd. / Spruce St 0 0 49 1 0 12 78 985 5 129 946 10 2215 6 Dublin Blvd. / Golden Gate Dr 93 17 49 44 13 74 190 767 80 66 888 91 2372 7 Dublin Blvd. / Amador Plaza Rd 147 179 240 261 143 97 148 598 121 280 793 240 3247 11 Amador Valley Blvd. / San Ramon Rd 136 355 372 265 273 25 31 36 54 295 47 321 2210 12 Amador Valley Blvd. / Regional St 176 26 122 16 11 29 96 480 142 273 402 9 1782 15 Amador Valley Blvd. / Amador Plaza Rd 160 4 285 2 1 10 3 545 150 233 479 1 1873 18 Amador Plaza Rd. / First Street/Safeway 0 429 137 83 475 16 0 0 37 0 0 107 1284 19 Amador Plaza Rd. / Second St / Togo's 0 461 31 30 428 0 0 0 0 37 0 29 1016 20 Amador Plaza Rd. / Third St / Sprouts 0 390 68 49 304 0 0 0 0 52 0 18 881 Historical Volumes Total Ratio Source Date 3 Dublin Blvd. / San Ramon Rd 193 684 869 170 490 62 93 159 216 726 206 155 4023 1.03 HMART 4/12/22 4 Dublin Blvd. / Regional St 142 58 84 189 46 237 224 842 131 85 675 126 2839 1.02 HMART 8/26/21 6 Dublin Blvd. / Golden Gate Dr 63 9 52 49 9 75 197 819 61 64 968 83 2449 1.03 HMART 8/26/21 7 Dublin Blvd. / Amador Plaza Rd 142 169 247 209 143 96 148 648 132 290 801 232 3257 1.00 HMART 8/26/21 Existing Saturday Adjusted Counts 3 Dublin Blvd. / San Ramon Rd 193 684 869 170 490 62 93 159 216 726 206 155 4023 From HMART 4 Dublin Blvd. / Regional St 142 58 84 189 46 237 224 842 131 85 675 126 2839 From HMART 5 Dublin Blvd. / Spruce St 0 0 50 1 0 12 80 1014 5 133 974 10 2279 ~3% Growth 6 Dublin Blvd. / Golden Gate Dr 63 9 52 49 9 75 197 819 61 64 968 83 2449 From HMART 7 Dublin Blvd. / Amador Plaza Rd 142 169 247 209 143 96 148 648 132 290 801 232 3257 From HMART 11 Amador Valley Blvd. / San Ramon Rd 140 365 383 273 281 26 32 37 56 304 48 330 2275 ~3% Growth 12 Amador Valley Blvd. / Regional St 181 27 126 16 11 30 99 494 146 281 414 9 1834 ~3% Growth 15 Amador Valley Blvd. / Amador Plaza Rd 165 4 293 2 1 10 3 561 154 240 493 1 1927 ~3% Growth 17 Amador Plaza Rd. / Plaza Dr/Safeway 0 442 141 85 489 16 0 0 38 0 0 110 1321 ~3% Growth 19 Amador Plaza Rd. / Second St / Togo's 0 475 32 31 441 0 0 0 0 38 0 30 1047 ~3% Growth 20 Amador Plaza Rd. / Third St / Sprouts 0 401 70 50 313 0 0 0 0 54 0 19 907 ~3% Growth 27 Golden Gate Dr. / St Patricks Way 18 45 14 84 44 22 32 43 9 41 46 48 446 Calculated Westbound Total#Intersection Northbound Southbound Eastbound #Intersection Northbound Southbound Eastbound Westbound Total Local Transportation Analysis │Dublin Commons August 2024 │ Final C - Existing Traffic Conditions HCM 6th Signalized Intersection Summary Existing Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)202 165 272 369 177 69 288 515 513 135 578 214 Future Volume (veh/h)202 165 272 369 177 69 288 515 513 135 578 214 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 213 174 286 388 186 73 303 542 540 142 608 225 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 268 529 409 508 323 270 367 1641 1172 196 1388 428 Arrive On Green 0.07 0.14 0.14 0.03 0.05 0.05 0.10 0.31 0.31 0.05 0.26 0.26 Sat Flow, veh/h 3594 3696 2853 5224 1945 1625 3594 5310 2878 3594 5310 1639 Grp Volume(v), veh/h 213 174 286 388 186 73 303 542 540 142 608 225 Grp Sat Flow(s),veh/h/ln 1797 1848 1426 1741 1945 1625 1797 1770 1439 1797 1770 1639 Q Serve(g_s), s 8.2 5.9 13.4 10.3 13.1 3.3 11.6 11.0 19.2 5.4 13.4 7.6 Cycle Q Clear(g_c), s 8.2 5.9 13.4 10.3 13.1 3.3 11.6 11.0 19.2 5.4 13.4 7.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 268 529 409 508 323 270 367 1641 1172 196 1388 428 V/C Ratio(X)0.79 0.33 0.70 0.76 0.58 0.27 0.83 0.33 0.46 0.73 0.44 0.53 Avail Cap(c_a), veh/h 385 1056 815 746 625 522 590 1730 1220 359 1388 428 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 63.7 53.9 57.1 66.2 61.4 17.5 61.6 37.2 30.4 65.2 43.1 9.3 Incr Delay (d2), s/veh 7.2 0.5 3.1 3.7 2.3 0.8 5.2 0.2 0.4 4.7 0.9 4.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 2.8 4.9 5.0 7.1 2.5 5.5 4.8 6.6 2.6 5.9 6.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 70.9 54.4 60.2 69.8 63.6 18.2 66.8 37.4 30.8 69.9 44.1 13.6 LnGrp LOS E D E E E B E D C E D B Approach Vol, veh/h 673 647 1385 975 Approach Delay, s/veh 62.1 62.2 41.3 40.8 Approach LOS E E D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.6 25.1 12.6 48.7 15.4 28.2 19.3 42.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.4 5.0 5.0 5.0 5.4 Max Green Setting (Gmax), s 20.0 40.0 14.0 45.6 15.0 45.0 23.0 36.6 Max Q Clear Time (g_c+I1), s 12.3 15.4 7.4 21.2 10.2 15.1 13.6 15.4 Green Ext Time (p_c), s 1.3 3.3 0.2 8.9 0.3 1.9 0.7 6.6 Intersection Summary HCM 6th Ctrl Delay, s/veh 48.6 HCM 6th LOS D Notes User approved changes to right turn type. HCM 6th Signalized Intersection Summary Existing Conditions 4: Regional St & Dublin Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 111 657 23 43 442 55 43 10 29 47 14 93 Future Volume (veh/h) 111 657 23 43 442 55 43 10 29 47 14 93 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 119 706 25 46 475 59 46 11 31 51 15 100 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 141 1988 70 135 2300 277 59 163 137 66 170 143 Arrive On Green 0.08 0.39 0.39 0.03 0.13 0.13 0.03 0.09 0.09 0.04 0.09 0.09 Sat Flow, veh/h 1781 5061 179 1781 5855 704 1781 1870 1574 1781 1870 1575 Grp Volume(v), veh/h 119 474 257 46 389 145 46 11 31 51 15 100 Grp Sat Flow(s),veh/h/ln1781 1702 1836 1781 1609 1734 1781 1870 1574 1781 1870 1575 Q Serve(g_s), s 9.2 13.8 13.8 3.6 10.1 10.5 3.6 0.8 1.4 4.0 1.0 8.6 Cycle Q Clear(g_c), s 9.2 13.8 13.8 3.6 10.1 10.5 3.6 0.8 1.4 4.0 1.0 8.6 Prop In Lane 1.00 0.10 1.00 0.41 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 141 1337 721 135 1896 681 59 163 137 66 170 143 V/C Ratio(X)0.84 0.35 0.36 0.34 0.21 0.21 0.77 0.07 0.23 0.77 0.09 0.70 Avail Cap(c_a), veh/h 146 1337 721 146 1896 681 197 538 453 184 525 442 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 Uniform Delay (d), s/veh63.6 30.0 30.0 64.8 41.4 41.6 67.1 58.7 17.7 66.8 58.3 61.8 Incr Delay (d2), s/veh 29.7 0.7 1.3 0.6 0.2 0.7 7.7 0.2 1.0 6.7 0.3 6.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.3 5.8 6.4 1.7 4.3 5.0 1.8 0.4 1.1 1.9 0.5 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 93.2 30.7 31.3 65.4 41.6 42.3 74.9 58.9 18.7 73.5 58.6 68.7 LnGrp LOS F C C E D D E E B E E E Approach Vol, veh/h 850 580 88 166 Approach Delay, s/veh 39.6 43.7 53.1 69.2 Approach LOS D D D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s15.6 60.0 9.2 17.4 15.6 60.0 9.7 16.9 Change Period (Y+Rc), s 5.0 * 5 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s11.5 * 55 15.5 39.3 11.5 55.0 14.5 40.3 Max Q Clear Time (g_c+I1), s5.6 15.8 5.6 10.6 11.2 12.5 6.0 3.4 Green Ext Time (p_c), s 0.0 7.7 0.0 0.5 0.0 5.5 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay, s/veh 44.6 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC Existing Conditions 5: Dublin Blvd & Spruce Street Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 695 1 12 516 4 0 0 2 0 0 3 Future Vol, veh/h 0 695 1 12 516 4 0 0 2 0 0 3 Conflicting Peds, #/hr 10 0 3 3 0 10 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ---100 ----0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 764 1 13 567 4 0 0 2 0 0 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 768 0 0 --386 --296 Stage 1 ------------ Stage 2 ------------ Critical Hdwy ---5.34 ----7.14 --7.14 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy ---3.12 ----3.92 --3.92 Pot Cap-1 Maneuver 0 --506 --0 0 523 0 0 597 Stage 1 0 -----0 0 -0 0 - Stage 2 0 -----0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver ---505 ----522 --592 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 0 0.3 11.9 11.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)522 --505 --592 HCM Lane V/C Ratio 0.004 --0.026 --0.006 HCM Control Delay (s/veh)11.9 --12.3 --11.1 HCM Lane LOS B --B --B HCM 95th %tile Q (veh)0 --0.1 --0 HCM 6th Signalized Intersection Summary Existing Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)46 497 152 58 444 23 71 4 81 11 9 17 Future Volume (veh/h)46 497 152 58 444 23 71 4 81 11 9 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 1.00 1.00 0.96 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 49 529 162 62 472 24 76 4 86 12 10 18 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 63 1524 452 79 1999 101 119 263 213 47 76 137 Arrive On Green 0.04 0.39 0.39 0.09 0.80 0.80 0.03 0.14 0.14 0.03 0.13 0.13 Sat Flow, veh/h 1781 3879 1150 1781 4977 251 3456 1870 1517 1781 574 1033 Grp Volume(v), veh/h 49 462 229 62 322 174 76 4 86 12 0 28 Grp Sat Flow(s),veh/h/ln 1781 1702 1625 1781 1702 1824 1728 1870 1517 1781 0 1607 Q Serve(g_s), s 3.8 13.3 13.9 4.8 3.2 3.3 3.0 0.3 7.2 0.9 0.0 2.2 Cycle Q Clear(g_c), s 3.8 13.3 13.9 4.8 3.2 3.3 3.0 0.3 7.2 0.9 0.0 2.2 Prop In Lane 1.00 0.71 1.00 0.14 1.00 1.00 1.00 0.64 Lane Grp Cap(c), veh/h 63 1337 639 79 1367 732 119 263 213 47 0 213 V/C Ratio(X)0.77 0.35 0.36 0.79 0.24 0.24 0.64 0.02 0.40 0.25 0.00 0.13 Avail Cap(c_a), veh/h 197 1337 639 197 1367 732 333 498 404 172 0 428 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 67.0 29.9 30.0 63.2 8.6 8.6 66.7 51.8 54.8 66.8 0.0 53.6 Incr Delay (d2), s/veh 7.3 0.7 1.6 6.2 0.4 0.8 2.1 0.0 0.5 1.0 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 5.6 5.7 2.2 1.2 1.3 1.4 0.1 2.8 0.4 0.0 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 74.3 30.6 31.6 69.4 9.0 9.3 68.8 51.8 55.3 67.8 0.0 53.7 LnGrp LOS E C C E A A E D E E D Approach Vol, veh/h 740 558 166 40 Approach Delay, s/veh 33.8 15.8 61.4 57.9 Approach LOS C B E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.7 60.0 9.3 23.3 9.5 61.2 8.2 24.4 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s 15.5 55.0 13.5 37.3 15.5 55.0 13.5 37.3 Max Q Clear Time (g_c+I1), s 6.8 15.9 5.0 4.2 5.8 5.3 2.9 9.2 Green Ext Time (p_c), s 0.0 7.4 0.1 0.1 0.0 5.0 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay, s/veh 30.8 HCM 6th LOS C HCM 6th Signalized Intersection Summary Existing Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 77 447 65 265 434 182 70 87 262 77 129 26 Future Volume (veh/h) 77 447 65 265 434 182 70 87 262 77 129 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 86 497 72 294 482 202 78 97 291 86 143 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 119 1284 182 317 2006 601 98 387 325 132 286 58 Arrive On Green 0.07 0.29 0.29 0.30 0.66 0.66 0.06 0.21 0.21 0.04 0.19 0.19 Sat Flow, veh/h 1781 4492 637 1781 5106 1531 1781 1870 1571 3456 1502 305 Grp Volume(v), veh/h 86 374 195 294 482 202 78 97 291 86 0 172 Grp Sat Flow(s),veh/h/ln1781 1702 1725 1781 1702 1531 1781 1870 1571 1728 0 1806 Q Serve(g_s), s 6.6 12.3 12.8 22.4 5.4 4.6 6.1 6.1 25.2 3.4 0.0 11.9 Cycle Q Clear(g_c), s 6.6 12.3 12.8 22.4 5.4 4.6 6.1 6.1 25.2 3.4 0.0 11.9 Prop In Lane 1.00 0.37 1.00 1.00 1.00 1.00 1.00 0.17 Lane Grp Cap(c), veh/h 119 973 493 317 2006 601 98 387 325 132 0 343 V/C Ratio(X)0.72 0.38 0.40 0.93 0.24 0.34 0.80 0.25 0.90 0.65 0.00 0.50 Avail Cap(c_a), veh/h 197 973 493 388 2006 601 172 500 420 333 0 481 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.98 0.98 0.98 0.89 0.89 0.89 0.93 0.93 0.93 1.00 0.00 1.00 Uniform Delay (d), s/veh64.0 40.1 40.3 48.4 15.5 5.1 65.4 46.4 54.0 66.4 0.0 50.7 Incr Delay (d2), s/veh 7.7 1.1 2.3 23.5 0.3 1.3 5.1 0.3 16.8 5.3 0.0 1.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.3 5.3 5.7 11.1 2.0 2.7 2.9 2.9 11.6 1.6 0.0 5.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 71.8 41.2 42.6 71.9 15.8 6.5 70.4 46.8 70.9 71.7 0.0 51.9 LnGrp LOS E D D E B A E D E E D Approach Vol, veh/h 655 978 466 258 Approach Delay, s/veh 45.7 30.7 65.8 58.5 Approach LOS D C E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s29.4 45.0 12.2 31.3 14.4 60.0 9.9 33.7 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 5.0 * 5 4.5 * 4.7 Max Green Setting (Gmax), s30.5 40.0 13.5 37.3 15.5 * 55 13.5 * 37 Max Q Clear Time (g_c+I1), s24.4 14.8 8.1 13.9 8.6 7.4 5.4 27.2 Green Ext Time (p_c), s 0.5 5.2 0.0 0.9 0.1 6.6 0.1 1.2 Intersection Summary HCM 6th Ctrl Delay, s/veh 44.8 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 31 35 389 27 204 76 290 437 308 474 21 Future Volume (veh/h) 24 31 35 389 27 204 76 290 437 308 474 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 29 37 42 493 0 0 92 349 527 371 571 0 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 184 193 154 706 0 178 1412 621 459 2196 Arrive On Green 0.10 0.10 0.10 0.19 0.00 0.00 0.10 0.38 0.38 0.13 0.41 0.00 Sat Flow, veh/h 1853 1945 1554 3705 0 1648 1853 3696 1625 3594 5310 1648 Grp Volume(v), veh/h 29 37 42 493 0 0 92 349 527 371 571 0 Grp Sat Flow(s),veh/h/ln1853 1945 1554 1853 0 1648 1853 1848 1625 1797 1770 1648 Q Serve(g_s), s 1.4 1.7 2.4 11.8 0.0 0.0 4.5 6.1 28.2 9.5 6.7 0.0 Cycle Q Clear(g_c), s 1.4 1.7 2.4 11.8 0.0 0.0 4.5 6.1 28.2 9.5 6.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 184 193 154 706 0 178 1412 621 459 2196 V/C Ratio(X)0.16 0.19 0.27 0.70 0.00 0.52 0.25 0.85 0.81 0.26 Avail Cap(c_a), veh/h 487 511 409 1364 0 487 1943 854 945 2792 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh39.2 39.3 39.7 35.9 0.0 0.0 40.9 20.1 26.9 40.4 18.3 0.0 Incr Delay (d2), s/veh 0.1 0.2 0.4 0.5 0.0 0.0 0.9 0.1 7.0 1.3 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 0.8 0.9 5.3 0.0 0.0 2.0 2.5 11.3 4.2 2.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 39.4 39.5 40.0 36.4 0.0 0.0 41.8 20.2 33.8 41.7 18.4 0.0 LnGrp LOS D D D D D C C D B Approach Vol, veh/h 108 493 968 942 Approach Delay, s/veh 39.7 36.4 29.7 27.6 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s16.6 41.6 22.8 13.6 44.6 14.0 Change Period (Y+Rc), s 4.5 5.3 4.7 4.5 5.3 4.6 Max Green Setting (Gmax), s25.0 50.0 35.0 25.0 50.0 25.0 Max Q Clear Time (g_c+I1), s11.5 30.2 13.8 6.5 8.7 4.4 Green Ext Time (p_c), s 0.6 6.1 0.9 0.1 5.9 0.2 Intersection Summary HCM 6th Ctrl Delay, s/veh 30.6 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Existing Conditions 12: Regional St & Amador Valley Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 657 64 121 539 3 68 6 46 8 3 11 Future Volume (veh/h) 42 657 64 121 539 3 68 6 46 8 3 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 49 773 75 142 634 4 80 7 54 9 4 13 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 134 1507 146 245 1898 12 377 262 222 378 54 176 Arrive On Green 0.07 0.44 0.44 0.13 0.50 0.50 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1853 3391 329 1853 3765 24 1449 1945 1645 1392 402 1305 Grp Volume(v), veh/h 49 421 427 142 311 327 80 7 54 9 0 17 Grp Sat Flow(s),veh/h/ln1853 1848 1872 1853 1848 1941 1449 1945 1645 1392 0 1707 Q Serve(g_s), s 0.9 6.1 6.1 2.7 3.7 3.7 1.9 0.1 1.1 0.2 0.0 0.3 Cycle Q Clear(g_c), s 0.9 6.1 6.1 2.7 3.7 3.7 2.2 0.1 1.1 0.3 0.0 0.3 Prop In Lane 1.00 0.18 1.00 0.01 1.00 1.00 1.00 0.76 Lane Grp Cap(c), veh/h 134 821 832 245 932 979 377 262 222 378 0 230 V/C Ratio(X)0.37 0.51 0.51 0.58 0.33 0.33 0.21 0.03 0.24 0.02 0.00 0.07 Avail Cap(c_a), veh/h 1553 1798 1822 1553 1798 1888 1201 1369 1157 1169 0 1201 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh16.4 7.4 7.4 15.1 5.5 5.5 15.0 13.9 14.4 14.1 0.0 14.1 Incr Delay (d2), s/veh 0.6 0.7 0.7 0.8 0.3 0.3 0.1 0.0 0.2 0.0 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 1.7 1.7 1.0 0.9 0.9 0.5 0.0 0.3 0.1 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 17.0 8.1 8.1 15.9 5.8 5.8 15.1 13.9 14.6 14.1 0.0 14.1 LnGrp LOS B A A B A A B B B B B Approach Vol, veh/h 897 780 141 26 Approach Delay, s/veh 8.6 7.6 14.8 14.1 Approach LOS A A B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.1 22.6 8.4 8.3 20.4 8.4 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Setting (Gmax), s30.0 35.0 25.0 30.0 35.0 25.0 Max Q Clear Time (g_c+I1), s2.9 5.7 4.2 4.7 8.1 2.3 Green Ext Time (p_c), s 0.1 4.3 0.3 0.3 6.1 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 8.7 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Existing Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)3 650 69 207 629 1 65 4 201 4 2 8 Future Volume (veh/h)3 650 69 207 629 1 65 4 201 4 2 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 0.98 0.98 0.99 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 4 783 83 249 758 1 78 5 242 5 2 10 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 47 1317 140 350 2107 3 420 23 339 146 78 193 Arrive On Green 0.03 0.39 0.39 0.19 0.56 0.55 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1853 3353 355 1853 3787 5 1357 110 1613 269 373 917 Grp Volume(v), veh/h 4 431 435 249 370 389 83 0 242 17 0 0 Grp Sat Flow(s),veh/h/ln1853 1848 1861 1853 1848 1944 1467 0 1613 1559 0 0 Q Serve(g_s), s 0.1 9.6 9.6 6.5 5.8 5.8 2.0 0.0 7.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.1 9.6 9.6 6.5 5.8 5.8 2.4 0.0 7.2 0.4 0.0 0.0 Prop In Lane 1.00 0.19 1.00 0.00 0.94 1.00 0.29 0.59 Lane Grp Cap(c), veh/h 47 726 731 350 1028 1081 443 0 339 417 0 0 V/C Ratio(X)0.08 0.59 0.59 0.71 0.36 0.36 0.19 0.00 0.71 0.04 0.00 0.00 Avail Cap(c_a), veh/h 753 1285 1294 753 1285 1352 728 0 656 705 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh24.7 12.5 12.5 19.7 6.4 6.4 17.1 0.0 19.0 16.4 0.0 0.0 Incr Delay (d2), s/veh 0.3 1.1 1.1 1.0 0.3 0.3 0.1 0.0 1.1 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 3.5 3.6 2.6 1.7 1.8 0.8 0.0 2.5 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 25.0 13.6 13.6 20.7 6.7 6.7 17.2 0.0 20.1 16.4 0.0 0.0 LnGrp LOS C B B C A A B C B Approach Vol, veh/h 870 1008 325 17 Approach Delay, s/veh 13.7 10.2 19.4 16.4 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s13.2 24.3 14.4 4.7 32.8 14.4 Change Period (Y+Rc), s 4.5 5.0 4.6 4.5 5.0 4.6 Max Green Setting (Gmax), s20.0 35.0 20.0 20.0 35.0 20.0 Max Q Clear Time (g_c+I1), s8.5 11.6 2.4 2.1 7.8 9.2 Green Ext Time (p_c), s 0.4 6.1 0.0 0.0 5.3 0.6 Intersection Summary HCM 6th Ctrl Delay, s/veh 12.9 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Existing Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 423 314 107 101 341 106 73 622 76 109 543 435 Future Volume (veh/h) 423 314 107 101 341 106 73 622 76 109 543 435 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 542 403 0 129 437 0 94 797 97 140 696 0 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 879 461 283 564 447 938 386 413 825 Arrive On Green 0.24 0.24 0.00 0.15 0.15 0.00 0.24 0.24 0.24 0.22 0.22 0.00 Sat Flow, veh/h 3705 1945 1648 1853 3696 1648 1853 3890 1603 1853 3696 1648 Grp Volume(v), veh/h 542 403 0 129 437 0 94 797 97 140 696 0 Grp Sat Flow(s),veh/h/ln1853 1945 1648 1853 1848 1648 1853 1945 1603 1853 1848 1648 Q Serve(g_s), s 18.5 28.2 0.0 9.0 16.1 0.0 5.7 27.6 6.9 9.0 25.5 0.0 Cycle Q Clear(g_c), s 18.5 28.2 0.0 9.0 16.1 0.0 5.7 27.6 6.9 9.0 25.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 879 461 283 564 447 938 386 413 825 V/C Ratio(X)0.62 0.87 0.46 0.77 0.21 0.85 0.25 0.34 0.84 Avail Cap(c_a), veh/h 1049 551 524 1046 524 1101 454 524 1046 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh48.2 51.9 0.0 54.5 57.5 0.0 42.9 51.2 43.3 46.1 52.5 0.0 Incr Delay (d2), s/veh 0.8 12.7 0.0 1.1 2.3 0.0 0.2 5.7 0.3 0.5 5.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.7 15.4 0.0 4.3 7.7 0.0 2.7 14.2 2.8 4.2 12.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 48.9 64.6 0.0 55.7 59.8 0.0 43.1 56.8 43.6 46.6 57.7 0.0 LnGrp LOS D E E E D E D D E Approach Vol, veh/h 945 566 988 836 Approach Delay, s/veh 55.6 58.9 54.2 55.9 Approach LOS E E D E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 26.9 39.1 38.8 36.5 Change Period (Y+Rc), s 5.3 5.0 5.3 5.0 Max Green Setting (Gmax), s 40.0 40.0 40.0 40.0 Max Q Clear Time (g_c+I1), s 18.1 29.6 30.2 27.5 Green Ext Time (p_c), s 3.3 4.4 3.4 4.1 Intersection Summary HCM 6th Ctrl Delay, s/veh 55.8 HCM 6th LOS E Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th AWSC Existing Conditions 27: Golden Gate Dr & St Patrick Way Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Intersection Intersection Delay, s/veh10.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 34 9 145 34 23 6 111 38 50 120 14 Future Vol, veh/h 34 34 9 145 34 23 6 111 38 50 120 14 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 38 38 10 161 38 26 7 123 42 56 133 16 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 1 2 2 HCM Control Delay, s/veh9.3 10.6 9.5 11.4 HCM LOS A B A B Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %5%0% 100%0% 100%0% 27% Vol Thru, %95%0%0% 79%0% 60% 65% Vol Right, %0% 100%0% 21%0% 40%8% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 117 38 34 43 145 57 184 LT Vol 6 0 34 0 145 0 50 Through Vol 111 0 0 34 0 34 120 RT Vol 0 38 0 9 0 23 14 Lane Flow Rate 130 42 38 48 161 63 204 Geometry Grp 5 5 5 5 5 5 4b Degree of Util (X)0.208 0.059 0.068 0.077 0.28 0.096 0.32 Departure Headway (Hd)5.769 5.037 6.464 5.809 6.251 5.458 5.736 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 625 714 556 619 578 659 630 Service Time 3.479 2.746 4.178 3.523 3.958 3.167 3.736 HCM Lane V/C Ratio 0.208 0.059 0.068 0.078 0.279 0.096 0.324 HCM Control Delay, s/veh 10 8.1 9.7 9 11.4 8.7 11.4 HCM Lane LOS A A A A B A B HCM 95th-tile Q 0.8 0.2 0.2 0.2 1.1 0.3 1.4 HCM Signalized Intersection Capacity Analysis Existing Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)412 0 387 0 0 0 0 372 220 0 1307 413 Future Volume (vph)412 0 387 0 0 0 0 372 220 0 1307 413 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 1636 3657 1636 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 1636 3657 1636 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)434 0 407 0 0 0 0 392 232 0 1376 435 RTOR Reduction (vph)0 0 80 0 0 0 0 0 44 0 0 0 Lane Group Flow (vph)434 0 327 0 0 0 0 392 188 0 1376 435 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr)2 Turn Type Prot Prot NA custom NA custom Protected Phases 8 8 2 2 8 6 6 8 Permitted Phases 2 6 Actuated Green, G (s)14.9 14.9 27.8 48.4 34.6 59.7 Effective Green, g (s)14.9 14.9 27.8 48.4 34.6 55.2 Actuated g/C Ratio 0.25 0.25 0.47 0.81 0.58 0.92 Clearance Time (s)4.5 4.5 5.7 5.7 Vehicle Extension (s)2.5 2.5 2.5 2.5 Lane Grp Cap (vph)885 718 2447 1326 2119 1512 v/s Ratio Prot c0.12 0.11 0.07 0.11 c0.38 0.27 v/s Ratio Perm v/c Ratio 0.49 0.46 0.16 0.14 0.65 0.29 Uniform Delay, d1 19.2 19.0 9.2 1.2 8.5 0.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.3 0.0 0.0 0.6 0.1 Delay (s)19.5 19.3 9.2 1.2 9.1 0.3 Level of Service B B A A A A Approach Delay (s)19.4 0.0 6.3 7.0 Approach LOS B A A A Intersection Summary HCM 2000 Control Delay 10.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s)59.7 Sum of lost time (s)13.2 Intersection Capacity Utilization 58.2%ICU Level of Service B Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)914 626 690 0 0 806 Future Volume (vph)914 626 690 0 0 806 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 3657 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 3657 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)993 680 750 0 0 876 RTOR Reduction (vph)0 54 0 0 0 0 Lane Group Flow (vph)993 626 750 0 0 876 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr)2 Turn Type Prot custom NA NA Protected Phases 8 1 8 2 6 Permitted Phases Actuated Green, G (s)25.1 35.3 16.2 26.4 Effective Green, g (s)25.1 35.3 16.2 26.4 Actuated g/C Ratio 0.41 0.57 0.26 0.43 Clearance Time (s)4.5 5.7 5.7 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)1442 1647 1379 1564 v/s Ratio Prot c0.28 0.22 0.14 c0.24 v/s Ratio Perm v/c Ratio 0.69 0.38 0.54 0.56 Uniform Delay, d1 15.1 7.2 19.6 13.3 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.1 0.4 0.5 Delay (s)16.5 7.3 20.0 13.7 Level of Service B A C B Approach Delay (s)12.7 20.0 13.7 Approach LOS B C B Intersection Summary HCM 2000 Control Delay 14.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s)61.7 Sum of lost time (s)14.7 Intersection Capacity Utilization 75.6%ICU Level of Service D Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing Conditions 8: Village Parkway & Dublin Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)151 465 186 124 660 689 22 7 1 492 85 153 Future Volume (vph)151 465 186 124 660 689 22 7 1 492 85 153 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 5.0 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 0.97 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)3547 3463 1829 5255 1636 1829 3590 3547 1925 1613 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm)3547 3463 1829 5255 1636 1829 3590 3547 1925 1613 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)170 522 209 139 742 774 25 8 1 553 96 172 RTOR Reduction (vph)0 22 0 0 0 329 0 1 0 0 0 143 Lane Group Flow (vph)170 709 0 139 742 445 25 8 0 553 96 29 Confl. Peds. (#/hr)6 5 5 6 2 3 3 2 Turn Type Prot NA Prot NA custom Prot NA Prot NA Perm Protected Phases 5 2 1 6 9 6 3 8 7 4 Permitted Phases 6 4 Actuated Green, G (s)12.0 69.0 23.5 40.0 80.5 4.5 8.0 20.5 24.0 24.0 Effective Green, g (s)12.0 69.0 23.5 40.0 80.5 4.5 8.0 20.5 24.0 24.0 Actuated g/C Ratio 0.09 0.49 0.17 0.29 0.58 0.03 0.06 0.15 0.17 0.17 Clearance Time (s)4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 5.0 Vehicle Extension (s)3.0 4.0 3.0 4.0 2.0 2.0 5.0 4.0 4.0 Lane Grp Cap (vph)304 1706 307 1501 940 58 205 519 330 276 v/s Ratio Prot c0.05 0.20 0.08 c0.14 c0.27 0.01 0.00 c0.16 c0.05 v/s Ratio Perm 0.02 v/c Ratio 0.56 0.42 0.45 0.49 0.47 0.43 0.04 1.07 0.29 0.11 Uniform Delay, d1 61.5 22.6 52.5 41.6 17.4 66.5 62.4 59.8 50.6 49.0 Progression Factor 0.84 1.22 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.7 1.1 1.2 1.7 1.9 0.0 58.1 0.7 0.2 Delay (s)53.7 28.4 53.5 42.8 19.1 68.4 62.4 117.9 51.2 49.2 Level of Service D C D D B E E F D D Approach Delay (s)33.1 32.6 66.8 95.7 Approach LOS C C E F Intersection Summary HCM 2000 Control Delay 48.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s)140.0 Sum of lost time (s)24.0 Intersection Capacity Utilization 66.9%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)77 481 462 370 938 311 726 689 404 323 1306 90 Future Volume (vph)77 481 462 370 938 311 726 689 404 323 1306 90 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)5.0 6.0 6.0 5.0 5.5 4.0 5.0 5.5 5.5 5.0 5.5 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6551 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6551 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)82 512 491 394 998 331 772 733 430 344 1389 96 RTOR Reduction (vph)0 0 26 0 0 208 0 0 99 0 7 0 Lane Group Flow (vph)82 512 465 394 998 123 772 733 331 344 1478 0 Confl. Peds. (#/hr)11 1 1 11 2 2 Confl. Bikes (#/hr)1 Turn Type Prot NA pt+ov Prot NA custom Prot NA pt+ov Prot NA Protected Phases 5 2 2 3 1 6 9 6 3 8 8 1 7 4 Permitted Phases 6 Actuated Green, G (s)9.1 50.0 78.0 14.3 46.5 55.7 22.0 46.2 66.0 18.0 42.2 Effective Green, g (s)9.1 50.0 78.0 14.3 46.5 55.7 22.0 46.2 66.0 18.0 42.2 Actuated g/C Ratio 0.06 0.33 0.52 0.10 0.31 0.37 0.15 0.31 0.44 0.12 0.28 Clearance Time (s)5.0 6.0 5.0 5.5 5.0 5.5 5.0 5.5 Vehicle Extension (s)3.0 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Lane Grp Cap (vph)215 1751 1497 491 1629 607 756 1618 1267 425 1843 v/s Ratio Prot 0.02 0.10 0.16 c0.08 c0.19 c0.08 c0.15 c0.14 0.12 0.10 c0.23 v/s Ratio Perm v/c Ratio 0.38 0.29 0.31 0.80 0.61 0.20 1.02 0.45 0.26 0.81 0.80 Uniform Delay, d1 67.7 36.9 20.6 66.5 44.1 32.1 64.0 41.7 26.6 64.3 50.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.4 0.1 9.2 1.7 0.1 38.2 0.3 0.2 10.9 2.9 Delay (s)68.9 37.4 20.7 75.6 45.8 32.1 102.2 42.1 26.8 75.2 52.9 Level of Service E D C E D C F D C E D Approach Delay (s)32.2 50.0 62.7 57.1 Approach LOS C D E E Intersection Summary HCM 2000 Control Delay 52.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s)150.0 Sum of lost time (s)25.0 Intersection Capacity Utilization 92.7%ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing Conditions 10: Amador Plaza Rd & St Patrick Way/I- 680 SB Ramps Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)44 42 40 64 78 276 11 98 34 211 109 49 Future Volume (vph)44 42 40 64 78 276 11 98 34 211 109 49 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 0.85 1.00 0.96 1.00 0.96 Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 0.95 0.99 Satd. Flow (prot)1827 1785 1882 1615 1829 1845 1737 1733 Flt Permitted 0.66 1.00 0.84 1.00 0.95 1.00 0.95 0.99 Satd. Flow (perm)1267 1785 1619 1615 1829 1845 1737 1733 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)48 46 43 70 85 300 12 107 37 229 118 53 RTOR Reduction (vph)0 19 0 0 0 200 0 8 0 0 8 0 Lane Group Flow (vph)48 70 0 0 155 101 12 136 0 202 190 0 Confl. Peds. (#/hr)1 1 2 1 1 2 Turn Type Perm NA Perm NA Perm Split NA Split NA Protected Phases 2 6 8 8 7 7 Permitted Phases 2 6 6 Actuated Green, G (s)20.1 20.1 20.1 20.1 12.1 12.1 13.7 13.7 Effective Green, g (s)20.1 20.1 20.1 20.1 12.1 12.1 13.7 13.7 Actuated g/C Ratio 0.34 0.34 0.34 0.34 0.20 0.20 0.23 0.23 Clearance Time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Vehicle Extension (s)2.0 2.0 4.0 4.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph)424 597 542 541 368 372 396 395 v/s Ratio Prot 0.04 0.01 c0.07 c0.12 0.11 v/s Ratio Perm 0.04 c0.10 0.06 v/c Ratio 0.11 0.12 0.29 0.19 0.03 0.37 0.51 0.48 Uniform Delay, d1 13.8 13.8 14.7 14.1 19.2 20.6 20.2 20.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 0.4 0.2 0.0 0.2 0.5 0.3 Delay (s)13.8 13.8 15.1 14.4 19.3 20.9 20.7 20.4 Level of Service B B B B B C C C Approach Delay (s)13.8 14.6 20.7 20.5 Approach LOS B B C C Intersection Summary HCM 2000 Control Delay 17.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.40 Actuated Cycle Length (s)60.0 Sum of lost time (s)17.1 Intersection Capacity Utilization 44.7%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)74 623 7 0 631 32 3 0 2 47 0 62 Future Volume (vph)74 623 7 0 631 32 3 0 2 47 0 62 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.9 4.6 4.6 3.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 0.95 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.97 0.95 1.00 Satd. Flow (prot)1829 3650 3623 1771 1827 1636 Flt Permitted 0.95 1.00 1.00 0.90 0.75 1.00 Satd. Flow (perm)1829 3650 3623 1652 1450 1636 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph)88 742 8 0 751 38 4 0 2 56 0 74 RTOR Reduction (vph)0 1 0 0 2 0 0 5 0 0 0 62 Lane Group Flow (vph)88 749 0 0 787 0 0 1 0 0 56 12 Confl. Peds. (#/hr)14 1 1 14 1 1 Turn Type Prot NA NA Perm NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s)7.2 37.7 32.7 19.8 12.9 12.9 Effective Green, g (s)8.3 38.8 33.8 19.8 12.9 14.0 Actuated g/C Ratio 0.09 0.43 0.38 0.22 0.14 0.16 Clearance Time (s)4.5 5.0 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)169 1585 1371 366 209 256 v/s Ratio Prot c0.05 0.21 c0.22 v/s Ratio Perm c0.00 c0.04 0.01 v/c Ratio 0.52 0.47 0.57 0.00 0.27 0.05 Uniform Delay, d1 38.6 18.0 22.0 27.1 34.0 32.0 Progression Factor 1.00 1.00 0.44 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.3 0.6 0.0 0.3 0.0 Delay (s)39.9 18.3 10.2 27.1 34.2 32.0 Level of Service D B B C C C Approach Delay (s)20.6 10.2 27.1 33.0 Approach LOS C B C C Intersection Summary HCM 2000 Control Delay 16.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38 Actuated Cycle Length (s)89.3 Sum of lost time (s)17.6 Intersection Capacity Utilization 39.0%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)52 579 41 18 599 101 16 12 6 137 11 48 Future Volume (vph)52 579 41 18 599 101 16 12 6 137 11 48 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.4 3.9 3.5 3.5 3.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 0.95 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 Satd. Flow (prot)1829 3616 1829 3558 1828 1818 1787 Flt Permitted 0.95 1.00 0.95 1.00 0.69 1.00 0.78 Satd. Flow (perm)1829 3616 1829 3558 1335 1818 1440 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph)62 689 49 21 713 120 19 14 7 163 13 57 RTOR Reduction (vph)0 3 0 0 9 0 0 6 0 0 9 0 Lane Group Flow (vph)62 735 0 21 824 0 19 15 0 0 224 0 Confl. Peds. (#/hr)9 9 1 6 6 1 Confl. Bikes (#/hr)1 5 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 5 2 1 6 7 3 Permitted Phases 7 3 Actuated Green, G (s)7.2 37.7 2.2 32.7 10.9 10.9 17.8 Effective Green, g (s)8.3 38.8 3.3 33.8 12.0 12.0 18.9 Actuated g/C Ratio 0.09 0.43 0.04 0.38 0.13 0.13 0.21 Clearance Time (s)4.5 5.0 4.5 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)169 1571 67 1346 179 244 304 v/s Ratio Prot c0.03 0.20 0.01 c0.23 0.01 v/s Ratio Perm 0.01 c0.16 v/c Ratio 0.37 0.47 0.31 0.61 0.11 0.06 0.74 Uniform Delay, d1 38.0 17.9 41.9 22.4 33.9 33.7 32.9 Progression Factor 1.65 0.21 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.3 1.0 1.0 0.1 0.0 7.7 Delay (s)63.4 4.0 42.9 23.4 34.0 33.8 40.6 Level of Service E A D C C C D Approach Delay (s)8.6 23.9 33.9 40.6 Approach LOS A C C D Intersection Summary HCM 2000 Control Delay 19.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s)89.3 Sum of lost time (s)15.4 Intersection Capacity Utilization 52.2%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM 6th Signalized Intersection Summary Existing Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)231 329 264 713 196 138 322 894 807 208 443 106 Future Volume (veh/h)231 329 264 713 196 138 322 894 807 208 443 106 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.96 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 241 343 275 743 204 144 335 931 841 217 461 110 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 360 526 400 813 385 315 397 2552 1834 272 2367 731 Arrive On Green 0.10 0.14 0.14 0.16 0.20 0.20 0.11 0.48 0.48 0.08 0.45 0.45 Sat Flow, veh/h 3594 3696 2810 5224 1945 1590 3594 5310 2877 3594 5310 1640 Grp Volume(v), veh/h 241 343 275 743 204 144 335 931 841 217 461 110 Grp Sat Flow(s),veh/h/ln 1797 1848 1405 1741 1945 1590 1797 1770 1439 1797 1770 1640 Q Serve(g_s), s 9.1 12.3 13.0 19.6 13.2 9.1 12.8 15.5 21.0 8.3 7.4 3.8 Cycle Q Clear(g_c), s 9.1 12.3 13.0 19.6 13.2 9.1 12.8 15.5 21.0 8.3 7.4 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 360 526 400 813 385 315 397 2552 1834 272 2367 731 V/C Ratio(X)0.67 0.65 0.69 0.91 0.53 0.46 0.84 0.36 0.46 0.80 0.19 0.15 Avail Cap(c_a), veh/h 385 1030 783 821 639 522 565 2552 1834 385 2367 731 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 60.8 56.8 57.1 58.2 50.3 33.0 61.1 22.9 13.1 63.6 23.6 10.8 Incr Delay (d2), s/veh 4.1 2.0 3.0 14.0 1.5 1.4 7.9 0.4 0.8 7.4 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 5.9 4.7 9.6 6.6 3.6 6.2 6.4 6.6 4.0 3.1 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 64.8 58.7 60.1 72.2 51.8 34.4 69.0 23.3 13.9 71.0 23.6 11.0 LnGrp LOS E E E E D C E C B E C B Approach Vol, veh/h 859 1091 2107 788 Approach Delay, s/veh 60.9 63.4 26.8 34.9 Approach LOS E E C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 26.8 24.9 15.6 72.7 19.0 32.7 20.5 67.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.4 5.0 5.0 5.0 5.4 Max Green Setting (Gmax), s 22.0 39.0 15.0 43.6 15.0 46.0 22.0 36.6 Max Q Clear Time (g_c+I1), s 21.6 15.0 10.3 23.0 11.1 15.2 14.8 9.4 Green Ext Time (p_c), s 0.2 4.9 0.3 13.6 0.3 2.5 0.7 4.9 Intersection Summary HCM 6th Ctrl Delay, s/veh 42.4 HCM 6th LOS D Notes User approved changes to right turn type. HCM 6th Signalized Intersection Summary Existing Conditions 4: Regional St & Dublin Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 165 1058 107 65 724 115 122 50 82 183 26 196 Future Volume (veh/h) 165 1058 107 65 724 115 122 50 82 183 26 196 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 174 1114 113 68 762 121 128 53 86 193 27 206 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 197 1546 157 498 2833 440 152 249 207 216 317 265 Arrive On Green 0.15 0.44 0.44 0.28 0.50 0.50 0.09 0.13 0.13 0.12 0.17 0.17 Sat Flow, veh/h 1781 4704 477 1781 5652 877 1781 1870 1556 1781 1870 1563 Grp Volume(v), veh/h 174 806 421 68 648 235 128 53 86 193 27 206 Grp Sat Flow(s),veh/h/ln1781 1702 1777 1781 1609 1703 1781 1870 1556 1781 1870 1563 Q Serve(g_s), s 13.4 27.2 27.3 4.0 10.8 11.2 9.9 3.5 4.2 14.9 1.7 17.7 Cycle Q Clear(g_c), s 13.4 27.2 27.3 4.0 10.8 11.2 9.9 3.5 4.2 14.9 1.7 17.7 Prop In Lane 1.00 0.27 1.00 0.51 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 197 1118 584 498 2419 854 152 249 207 216 317 265 V/C Ratio(X)0.88 0.72 0.72 0.14 0.27 0.28 0.84 0.21 0.42 0.89 0.09 0.78 Avail Cap(c_a), veh/h 261 1118 584 498 2419 854 286 538 448 248 498 416 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 Uniform Delay (d), s/veh58.8 34.1 34.1 37.8 20.1 20.2 63.1 54.1 19.9 60.6 49.0 55.6 Incr Delay (d2), s/veh 17.1 3.4 6.5 0.0 0.3 0.8 4.8 0.5 1.6 23.1 0.1 5.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.7 11.0 12.0 1.8 4.1 4.6 4.7 1.7 2.8 8.2 0.8 7.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 75.9 37.6 40.6 37.8 20.4 21.0 67.9 54.6 21.5 83.7 49.1 60.6 LnGrp LOS E D D D C C E D C F D E Approach Vol, veh/h 1401 951 267 426 Approach Delay, s/veh 43.2 21.8 50.3 70.4 Approach LOS D C D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s44.2 51.0 16.4 28.4 20.0 75.2 21.5 23.3 Change Period (Y+Rc), s 5.0 * 5 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s15.5 * 46 22.5 37.3 20.5 41.0 19.5 40.3 Max Q Clear Time (g_c+I1), s6.0 29.3 11.9 19.7 15.4 13.2 16.9 6.2 Green Ext Time (p_c), s 0.0 9.7 0.1 0.9 0.1 9.0 0.1 0.7 Intersection Summary HCM 6th Ctrl Delay, s/veh 41.0 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC Existing Conditions 5: Dublin Blvd & Spruce Street Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1297 8 87 850 5 0 0 42 0 0 2 Future Vol, veh/h 0 1297 8 87 850 5 0 0 42 0 0 2 Conflicting Peds, #/hr 10 0 12 12 0 10 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ---100 ----0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1380 9 93 904 5 0 0 45 0 0 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 1401 0 0 --707 --466 Stage 1 ------------ Stage 2 ------------ Critical Hdwy ---5.34 ----7.14 --7.14 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy ---3.12 ----3.92 --3.92 Pot Cap-1 Maneuver 0 --249 --0 0 324 0 0 465 Stage 1 0 -----0 0 -0 0 - Stage 2 0 -----0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver ---246 ----320 --460 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 0 2.6 18.1 12.9 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)320 --246 --460 HCM Lane V/C Ratio 0.14 --0.376 --0.005 HCM Control Delay (s/veh)18.1 --28.2 --12.9 HCM Lane LOS C --D --B HCM 95th %tile Q (veh)0.5 --1.7 --0 HCM 6th Signalized Intersection Summary Existing Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)150 1080 111 96 756 62 122 27 143 47 20 64 Future Volume (veh/h)150 1080 111 96 756 62 122 27 143 47 20 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.99 1.00 0.93 1.00 0.93 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 160 1149 118 102 804 66 130 29 152 50 21 68 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 182 2622 269 124 2534 207 179 329 260 109 68 221 Arrive On Green 0.20 1.00 1.00 0.07 0.53 0.53 0.05 0.18 0.18 0.06 0.19 0.19 Sat Flow, veh/h 1781 4687 481 1781 4807 393 3456 1870 1473 1781 368 1190 Grp Volume(v), veh/h 160 834 433 102 568 302 130 29 152 50 0 89 Grp Sat Flow(s),veh/h/ln 1781 1702 1764 1781 1702 1796 1728 1870 1473 1781 0 1558 Q Serve(g_s), s 12.2 0.0 0.0 7.9 13.3 13.4 5.2 1.8 13.3 3.8 0.0 6.9 Cycle Q Clear(g_c), s 12.2 0.0 0.0 7.9 13.3 13.4 5.2 1.8 13.3 3.8 0.0 6.9 Prop In Lane 1.00 0.27 1.00 0.22 1.00 1.00 1.00 0.76 Lane Grp Cap(c), veh/h 182 1904 987 124 1794 947 179 329 260 109 0 289 V/C Ratio(X)0.88 0.44 0.44 0.82 0.32 0.32 0.73 0.09 0.59 0.46 0.00 0.31 Avail Cap(c_a), veh/h 261 1904 987 172 1794 947 333 498 393 172 0 415 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.9 0.0 0.0 64.3 18.8 18.8 65.4 48.3 53.0 63.5 0.0 49.2 Incr Delay (d2), s/veh 16.2 0.7 1.4 13.5 0.4 0.8 2.1 0.0 0.8 1.1 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 0.2 0.4 4.0 5.3 5.8 2.4 0.9 5.0 1.8 0.0 2.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 71.1 0.7 1.4 77.7 19.2 19.6 67.5 48.3 53.8 64.6 0.0 49.5 LnGrp LOS E A A E B B E D D E D Approach Vol, veh/h 1427 972 311 139 Approach Delay, s/veh 8.8 25.5 59.0 54.9 Approach LOS A C E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.3 83.3 11.7 30.7 18.8 78.8 13.1 29.4 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s 13.5 57.0 13.5 37.3 20.5 50.0 13.5 37.3 Max Q Clear Time (g_c+I1), s 9.9 2.0 7.2 8.9 14.2 15.4 5.8 15.3 Green Ext Time (p_c), s 0.0 17.8 0.1 0.4 0.1 9.3 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay, s/veh 22.2 HCM 6th LOS C HCM 6th Signalized Intersection Summary Existing Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 181 985 104 277 711 190 114 152 280 198 120 78 Future Volume (veh/h) 181 985 104 277 711 190 114 152 280 198 120 78 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 187 1015 107 286 733 196 118 157 289 204 124 80 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 462 1944 204 286 1605 482 141 401 327 259 219 142 Arrive On Green 0.52 0.83 0.83 0.16 0.31 0.31 0.08 0.21 0.21 0.07 0.21 0.21 Sat Flow, veh/h 1781 4668 491 1781 5106 1532 1781 1870 1528 3456 1045 674 Grp Volume(v), veh/h 187 740 382 286 733 196 118 157 289 204 0 204 Grp Sat Flow(s),veh/h/ln1781 1702 1754 1781 1702 1532 1781 1870 1528 1728 0 1719 Q Serve(g_s), s 9.0 9.0 9.0 22.5 16.1 11.1 9.1 10.1 25.7 8.1 0.0 14.9 Cycle Q Clear(g_c), s 9.0 9.0 9.0 22.5 16.1 11.1 9.1 10.1 25.7 8.1 0.0 14.9 Prop In Lane 1.00 0.28 1.00 1.00 1.00 1.00 1.00 0.39 Lane Grp Cap(c), veh/h 462 1418 731 286 1605 482 141 401 327 259 0 361 V/C Ratio(X)0.40 0.52 0.52 1.00 0.46 0.41 0.84 0.39 0.88 0.79 0.00 0.57 Avail Cap(c_a), veh/h 462 1418 731 286 1605 482 223 500 408 432 0 458 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.89 0.89 0.89 0.72 0.72 0.72 0.92 0.92 0.92 1.00 0.00 1.00 Uniform Delay (d), s/veh27.1 7.6 7.6 58.7 38.4 23.7 63.5 47.2 53.3 63.7 0.0 49.6 Incr Delay (d2), s/veh 0.5 1.2 2.4 44.9 0.7 1.8 7.3 0.6 15.9 5.3 0.0 1.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.4 2.4 2.8 13.6 6.8 4.4 4.5 4.8 11.4 3.8 0.0 6.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 27.6 8.8 10.0 103.6 39.1 25.5 70.9 47.8 69.2 68.9 0.0 51.0 LnGrp LOS C A A F D C E D E E D Approach Vol, veh/h 1309 1215 564 408 Approach Delay, s/veh 11.8 52.1 63.6 59.9 Approach LOS B D E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s27.0 63.3 15.6 34.1 41.3 49.0 15.0 34.7 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 5.0 * 5 4.5 * 4.7 Max Green Setting (Gmax), s22.5 44.0 17.5 37.3 22.5 * 44 17.5 * 37 Max Q Clear Time (g_c+I1), s24.5 11.0 11.1 16.9 11.0 18.1 10.1 27.7 Green Ext Time (p_c), s 0.0 12.7 0.1 1.1 0.4 8.6 0.4 1.5 Intersection Summary HCM 6th Ctrl Delay, s/veh 39.8 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 39 61 259 28 309 157 570 509 246 319 41 Future Volume (veh/h) 43 39 61 259 28 309 157 570 509 246 319 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.93 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 44 40 63 288 0 0 162 588 525 254 329 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 199 209 166 615 0 201 1499 654 396 2163 Arrive On Green 0.11 0.11 0.11 0.17 0.00 0.00 0.11 0.41 0.41 0.11 0.41 0.00 Sat Flow, veh/h 1853 1945 1541 3705 0 1648 1853 3696 1612 3594 5310 1648 Grp Volume(v), veh/h 44 40 63 288 0 0 162 588 525 254 329 0 Grp Sat Flow(s),veh/h/ln1853 1945 1541 1853 0 1648 1853 1848 1612 1797 1770 1648 Q Serve(g_s), s 2.0 1.7 3.4 6.4 0.0 0.0 7.7 10.2 26.0 6.1 3.5 0.0 Cycle Q Clear(g_c), s 2.0 1.7 3.4 6.4 0.0 0.0 7.7 10.2 26.0 6.1 3.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 199 209 166 615 0 201 1499 654 396 2163 V/C Ratio(X)0.22 0.19 0.38 0.47 0.00 0.81 0.39 0.80 0.64 0.15 Avail Cap(c_a), veh/h 511 537 425 1431 0 511 2039 889 991 2930 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh37.0 36.8 37.6 34.2 0.0 0.0 39.5 19.0 23.7 38.6 17.0 0.0 Incr Delay (d2), s/veh 0.2 0.2 0.5 0.2 0.0 0.0 2.9 0.2 4.6 0.7 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.8 1.3 2.8 0.0 0.0 3.5 4.1 9.9 2.6 1.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 37.2 37.0 38.2 34.4 0.0 0.0 42.4 19.3 28.4 39.3 17.0 0.0 LnGrp LOS D D D C D B C D B Approach Vol, veh/h 147 288 1275 583 Approach Delay, s/veh 37.5 34.4 26.0 26.7 Approach LOS D C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s14.5 42.1 19.7 14.3 42.2 14.4 Change Period (Y+Rc), s 4.5 5.3 4.7 4.5 5.3 4.6 Max Green Setting (Gmax), s25.0 50.0 35.0 25.0 50.0 25.0 Max Q Clear Time (g_c+I1), s8.1 28.0 8.4 9.7 5.5 5.4 Green Ext Time (p_c), s 0.4 8.7 0.5 0.2 3.2 0.3 Intersection Summary HCM 6th Ctrl Delay, s/veh 27.9 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Existing Conditions 12: Regional St & Amador Valley Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 624 108 237 399 6 162 25 128 30 11 13 Future Volume (veh/h) 72 624 108 237 399 6 162 25 128 30 11 13 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 74 643 111 244 411 6 167 26 132 31 11 13 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 141 1159 200 356 1811 26 439 408 344 407 170 201 Arrive On Green 0.08 0.37 0.37 0.19 0.49 0.48 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1853 3132 540 1853 3727 54 1437 1945 1641 1273 810 958 Grp Volume(v), veh/h 74 379 375 244 204 213 167 26 132 31 0 24 Grp Sat Flow(s),veh/h/ln1853 1848 1824 1853 1848 1933 1437 1945 1641 1273 0 1768 Q Serve(g_s), s 1.8 7.6 7.7 5.7 3.0 3.0 4.9 0.5 3.2 0.9 0.0 0.5 Cycle Q Clear(g_c), s 1.8 7.6 7.7 5.7 3.0 3.0 5.5 0.5 3.2 1.4 0.0 0.5 Prop In Lane 1.00 0.30 1.00 0.03 1.00 1.00 1.00 0.54 Lane Grp Cap(c), veh/h 141 684 675 356 898 940 439 408 344 407 0 371 V/C Ratio(X)0.52 0.55 0.56 0.68 0.23 0.23 0.38 0.06 0.38 0.08 0.00 0.06 Avail Cap(c_a), veh/h 1228 1422 1403 1228 1422 1487 937 1082 913 848 0 983 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh20.9 11.7 11.7 17.6 7.0 7.0 17.0 14.9 15.9 15.4 0.0 14.9 Incr Delay (d2), s/veh 1.1 1.0 1.0 0.9 0.2 0.2 0.2 0.0 0.3 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 2.7 2.7 2.2 0.9 1.0 1.4 0.2 1.1 0.2 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 22.0 12.7 12.8 18.5 7.1 7.1 17.2 14.9 16.2 15.5 0.0 14.9 LnGrp LOS C B B B A A B B B B B Approach Vol, veh/h 828 661 325 55 Approach Delay, s/veh 13.6 11.3 16.6 15.2 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.0 26.7 13.2 12.4 21.3 13.2 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Setting (Gmax), s30.0 35.0 25.0 30.0 35.0 25.0 Max Q Clear Time (g_c+I1), s3.8 5.0 7.5 7.7 9.7 3.4 Green Ext Time (p_c), s 0.1 2.6 0.7 0.5 5.3 0.1 Intersection Summary HCM 6th Ctrl Delay, s/veh 13.4 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Existing Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)4 759 145 226 478 1 158 3 285 2 2 3 Future Volume (veh/h)4 759 145 226 478 1 158 3 285 2 2 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 0.99 0.98 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 4 782 149 233 493 1 163 3 294 2 2 3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 44 1212 231 326 2070 4 427 7 386 129 129 132 Arrive On Green 0.02 0.39 0.39 0.18 0.55 0.55 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1853 3069 585 1853 3784 8 1260 28 1615 200 538 554 Grp Volume(v), veh/h 4 471 460 233 241 253 166 0 294 7 0 0 Grp Sat Flow(s),veh/h/ln1853 1848 1806 1853 1848 1943 1289 0 1615 1292 0 0 Q Serve(g_s), s 0.1 11.7 11.7 6.7 3.8 3.9 0.2 0.0 9.6 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.1 11.7 11.7 6.7 3.8 3.9 7.3 0.0 9.6 7.2 0.0 0.0 Prop In Lane 1.00 0.32 1.00 0.00 0.98 1.00 0.29 0.43 Lane Grp Cap(c), veh/h 44 730 713 326 1011 1063 433 0 386 390 0 0 V/C Ratio(X)0.09 0.65 0.65 0.71 0.24 0.24 0.38 0.00 0.76 0.02 0.00 0.00 Avail Cap(c_a), veh/h 689 1176 1149 689 1176 1236 627 0 601 589 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh27.1 13.9 14.0 22.0 6.7 6.7 19.2 0.0 20.1 16.6 0.0 0.0 Incr Delay (d2), s/veh 0.3 1.4 1.4 1.1 0.2 0.2 0.2 0.0 1.2 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 4.5 4.4 2.8 1.2 1.3 1.8 0.0 3.4 0.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 27.4 15.3 15.4 23.1 6.9 6.9 19.4 0.0 21.3 16.6 0.0 0.0 LnGrp LOS C B B C A A B C B Approach Vol, veh/h 935 727 460 7 Approach Delay, s/veh 15.4 12.1 20.6 16.6 Approach LOS B B C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s13.4 26.3 17.1 4.7 35.0 17.1 Change Period (Y+Rc), s 4.5 5.0 4.6 4.5 5.0 4.6 Max Green Setting (Gmax), s20.0 35.0 20.0 20.0 35.0 20.0 Max Q Clear Time (g_c+I1), s8.7 13.7 9.2 2.1 5.9 11.6 Green Ext Time (p_c), s 0.4 6.5 0.0 0.0 3.2 0.8 Intersection Summary HCM 6th Ctrl Delay, s/veh 15.4 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Existing Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 338 483 211 99 292 54 200 298 110 51 250 223 Future Volume (veh/h) 338 483 211 99 292 54 200 298 110 51 250 223 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 291 610 0 105 311 0 177 368 117 54 266 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 471 990 298 595 330 693 285 253 504 Arrive On Green 0.25 0.25 0.00 0.16 0.16 0.00 0.18 0.18 0.18 0.14 0.14 0.00 Sat Flow, veh/h 1853 3890 1648 1853 3696 1648 1853 3890 1599 1853 3696 1648 Grp Volume(v), veh/h 291 610 0 105 311 0 177 368 117 54 266 0 Grp Sat Flow(s),veh/h/ln1853 1945 1648 1853 1848 1648 1853 1945 1599 1853 1848 1648 Q Serve(g_s), s 10.6 10.6 0.0 3.8 5.9 0.0 6.6 6.6 5.0 2.0 5.1 0.0 Cycle Q Clear(g_c), s 10.6 10.6 0.0 3.8 5.9 0.0 6.6 6.6 5.0 2.0 5.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 471 990 298 595 330 693 285 253 504 V/C Ratio(X)0.62 0.62 0.35 0.52 0.54 0.53 0.41 0.21 0.53 Avail Cap(c_a), veh/h 971 2039 971 1937 971 2039 838 971 1937 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh25.2 25.2 0.0 28.5 29.3 0.0 28.5 28.5 27.8 29.3 30.7 0.0 Incr Delay (d2), s/veh 1.3 0.6 0.0 0.7 0.7 0.0 1.4 0.6 0.9 0.4 0.9 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.6 4.8 0.0 1.7 2.6 0.0 3.0 3.0 1.9 0.9 2.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 26.5 25.8 0.0 29.2 30.0 0.0 29.8 29.1 28.8 29.7 31.5 0.0 LnGrp LOS C C C C C C C C C Approach Vol, veh/h 901 416 662 320 Approach Delay, s/veh 26.0 29.8 29.2 31.2 Approach LOS C C C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 17.6 18.6 24.7 15.4 Change Period (Y+Rc), s 5.3 5.0 5.3 5.0 Max Green Setting (Gmax), s 40.0 40.0 40.0 40.0 Max Q Clear Time (g_c+I1), s 7.9 8.6 12.6 7.1 Green Ext Time (p_c), s 2.4 3.6 5.5 1.9 Intersection Summary HCM 6th Ctrl Delay, s/veh 28.4 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th AWSC Existing Conditions 27: Golden Gate Dr & St Patrick Way Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Intersection Intersection Delay, s/veh11.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 34 17 85 46 41 18 181 88 125 107 27 Future Vol, veh/h 22 34 17 85 46 41 18 181 88 125 107 27 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 24 38 19 94 51 46 20 201 98 139 119 30 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 1 2 2 HCM Control Delay, s/veh9.9 10.5 10.8 14 HCM LOS A B B B Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %9%0% 100%0% 100%0% 48% Vol Thru, %91%0%0% 67%0% 53% 41% Vol Right, %0% 100%0% 33%0% 47% 10% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 199 88 22 51 85 87 259 LT Vol 18 0 22 0 85 0 125 Through Vol 181 0 0 34 0 46 107 RT Vol 0 88 0 17 0 41 27 Lane Flow Rate 221 98 24 57 94 97 288 Geometry Grp 5 5 5 5 5 5 4b Degree of Util (X)0.358 0.138 0.048 0.1 0.18 0.162 0.469 Departure Headway (Hd)5.83 5.077 7.079 6.331 6.862 6.018 5.871 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 617 706 506 566 523 595 613 Service Time 3.562 2.809 4.826 4.078 4.602 3.758 3.903 HCM Lane V/C Ratio 0.358 0.139 0.047 0.101 0.18 0.163 0.47 HCM Control Delay, s/veh 11.8 8.6 10.2 9.8 11.1 9.9 14 HCM Lane LOS B A B A B A B HCM 95th-tile Q 1.6 0.5 0.2 0.3 0.7 0.6 2.5 HCM Signalized Intersection Capacity Analysis Existing Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)517 0 316 0 0 0 0 1217 630 0 725 326 Future Volume (vph)517 0 316 0 0 0 0 1217 630 0 725 326 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 1636 3657 1636 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 1636 3657 1636 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)533 0 326 0 0 0 0 1255 649 0 747 336 RTOR Reduction (vph)0 0 269 0 0 0 0 0 133 0 0 0 Lane Group Flow (vph)533 0 57 0 0 0 0 1255 516 0 747 336 Confl. Peds. (#/hr)2 2 Confl. Bikes (#/hr)1 4 Turn Type Prot Prot NA custom NA custom Protected Phases 8 8 2 2 8 6 6 8 Permitted Phases 2 6 Actuated Green, G (s)10.5 10.5 31.5 47.7 39.3 60.0 Effective Green, g (s)10.5 10.5 31.5 47.7 39.3 55.5 Actuated g/C Ratio 0.18 0.18 0.52 0.80 0.65 0.92 Clearance Time (s)4.5 4.5 5.7 5.7 Vehicle Extension (s)2.5 2.5 2.5 2.5 Lane Grp Cap (vph)620 504 2758 1300 2395 1513 v/s Ratio Prot c0.15 0.02 c0.24 0.32 c0.20 0.21 v/s Ratio Perm v/c Ratio 0.86 0.11 0.46 0.40 0.31 0.22 Uniform Delay, d1 24.0 20.8 8.9 1.8 4.5 0.2 Progression Factor 1.00 1.00 1.00 1.00 1.28 1.00 Incremental Delay, d2 11.3 0.1 0.5 0.1 0.3 0.1 Delay (s)35.3 20.9 9.4 2.0 6.1 0.3 Level of Service D C A A A A Approach Delay (s)29.9 0.0 6.9 4.3 Approach LOS C A A A Intersection Summary HCM 2000 Control Delay 11.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length (s)60.0 Sum of lost time (s)13.2 Intersection Capacity Utilization 46.3%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)245 674 1349 0 0 806 Future Volume (vph)245 674 1349 0 0 806 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 3657 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 3657 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)253 695 1391 0 0 831 RTOR Reduction (vph)0 6 0 0 0 0 Lane Group Flow (vph)253 689 1391 0 0 831 Confl. Peds. (#/hr)3 3 Confl. Bikes (#/hr)2 Turn Type Prot custom NA NA Protected Phases 8 1 8 2 6 Permitted Phases Actuated Green, G (s)14.0 24.8 25.0 35.8 Effective Green, g (s)14.0 24.8 25.0 35.8 Actuated g/C Ratio 0.23 0.41 0.42 0.60 Clearance Time (s)4.5 5.7 5.7 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)827 1190 2189 2182 v/s Ratio Prot 0.07 c0.24 c0.26 0.23 v/s Ratio Perm v/c Ratio 0.31 0.58 0.64 0.38 Uniform Delay, d1 19.0 13.6 13.9 6.3 Progression Factor 1.00 1.00 0.90 1.00 Incremental Delay, d2 0.2 0.4 1.2 0.5 Delay (s)19.2 14.0 13.8 6.8 Level of Service B B B A Approach Delay (s)15.4 13.8 6.8 Approach LOS B B A Intersection Summary HCM 2000 Control Delay 12.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s)60.0 Sum of lost time (s)14.7 Intersection Capacity Utilization 58.1%ICU Level of Service B Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing Conditions 8: Village Parkway & Dublin Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)243 1018 252 163 876 373 81 24 9 458 102 187 Future Volume (vph)243 1018 252 163 876 373 81 24 9 458 102 187 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 5.0 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 0.97 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)3547 3522 1829 5255 1636 1829 3494 3547 1925 1609 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm)3547 3522 1829 5255 1636 1829 3494 3547 1925 1609 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)251 1049 260 168 903 385 84 25 9 472 105 193 RTOR Reduction (vph)0 11 0 0 0 178 0 8 0 0 0 164 Lane Group Flow (vph)251 1298 0 168 903 207 84 26 0 472 105 29 Confl. Peds. (#/hr)18 5 5 18 4 6 6 4 Confl. Bikes (#/hr)1 Turn Type Prot NA Prot NA custom Prot NA Prot NA Perm Protected Phases 5 2 1 6 9 6 3 8 7 4 Permitted Phases 6 4 Actuated Green, G (s)15.2 70.8 19.6 33.9 75.2 9.8 9.6 21.0 20.8 20.8 Effective Green, g (s)15.2 70.8 19.6 33.9 75.2 9.8 9.6 21.0 20.8 20.8 Actuated g/C Ratio 0.11 0.51 0.14 0.24 0.54 0.07 0.07 0.15 0.15 0.15 Clearance Time (s)4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 5.0 Vehicle Extension (s)3.0 4.0 3.0 4.0 2.0 2.0 5.0 4.0 4.0 Lane Grp Cap (vph)385 1781 256 1272 878 128 239 532 286 239 v/s Ratio Prot 0.07 c0.37 0.09 c0.17 0.13 0.05 0.01 c0.13 c0.05 v/s Ratio Perm 0.02 v/c Ratio 0.65 0.73 0.66 0.71 0.24 0.66 0.11 0.89 0.37 0.12 Uniform Delay, d1 59.9 27.1 57.0 48.5 17.2 63.5 61.2 58.3 53.7 51.7 Progression Factor 1.39 0.57 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.4 2.3 5.9 3.4 0.6 8.9 0.1 17.4 1.1 0.3 Delay (s)86.5 17.8 63.0 51.9 17.8 72.3 61.3 75.7 54.8 52.0 Level of Service F B E D B E E E D D Approach Delay (s)28.9 44.2 69.1 66.9 Approach LOS C D E E Intersection Summary HCM 2000 Control Delay 43.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s)140.0 Sum of lost time (s)24.0 Intersection Capacity Utilization 78.3%ICU Level of Service D Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)135 919 693 472 678 343 744 1160 461 314 855 108 Future Volume (vph)135 919 693 472 678 343 744 1160 461 314 855 108 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)5.0 6.0 6.0 5.0 5.5 4.0 5.0 5.5 5.5 5.0 5.5 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6495 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6495 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)139 947 714 487 699 354 767 1196 475 324 881 111 RTOR Reduction (vph)0 0 26 0 0 186 0 0 49 0 16 0 Lane Group Flow (vph)139 947 688 487 699 168 767 1196 426 324 976 0 Confl. Peds. (#/hr)20 20 9 1 1 9 Turn Type Prot NA pt+ov Prot NA custom Prot NA pt+ov Prot NA Protected Phases 5 2 2 3 1 6 9 6 3 8 8 1 7 4 Permitted Phases 6 Actuated Green, G (s)11.0 50.7 78.7 16.8 47.2 57.0 22.0 43.4 65.7 17.6 39.0 Effective Green, g (s)11.0 50.7 78.7 16.8 47.2 57.0 22.0 43.4 65.7 17.6 39.0 Actuated g/C Ratio 0.07 0.34 0.52 0.11 0.31 0.38 0.15 0.29 0.44 0.12 0.26 Clearance Time (s)5.0 6.0 5.0 5.5 5.0 5.5 5.0 5.5 Vehicle Extension (s)3.0 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Lane Grp Cap (vph)260 1776 1511 577 1653 621 756 1520 1261 416 1688 v/s Ratio Prot 0.04 c0.18 0.24 c0.09 0.13 c0.10 c0.15 c0.23 0.15 0.09 0.15 v/s Ratio Perm v/c Ratio 0.53 0.53 0.46 0.84 0.42 0.27 1.01 0.79 0.34 0.78 0.58 Uniform Delay, d1 67.0 40.1 22.3 65.3 40.6 32.1 64.0 49.0 27.8 64.3 48.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.1 1.2 0.2 10.9 0.8 0.1 36.4 3.1 0.3 8.9 0.7 Delay (s)69.1 41.2 22.5 76.2 41.4 32.2 100.4 52.1 28.1 73.2 49.0 Level of Service E D C E D C F D C E D Approach Delay (s)36.0 50.3 62.6 55.0 Approach LOS D D E D Intersection Summary HCM 2000 Control Delay 51.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s)150.0 Sum of lost time (s)25.0 Intersection Capacity Utilization 91.3%ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing Conditions 10: Amador Plaza Rd & St Patrick Way/I- 680 SB Ramps Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)97 71 12 11 55 332 9 92 30 279 62 34 Future Volume (vph)97 71 12 11 55 332 9 92 30 279 62 34 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.85 1.00 0.96 1.00 0.97 Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 0.98 Satd. Flow (prot)1822 1877 1908 1608 1829 1847 1737 1729 Flt Permitted 0.71 1.00 0.96 1.00 0.95 1.00 0.95 0.98 Satd. Flow (perm)1367 1877 1850 1608 1829 1847 1737 1729 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)100 73 12 11 57 342 9 95 31 288 64 35 RTOR Reduction (vph)0 4 0 0 0 228 0 8 0 0 5 0 Lane Group Flow (vph)100 81 0 0 68 114 9 118 0 193 189 0 Confl. Peds. (#/hr)6 5 5 6 3 2 2 3 Confl. Bikes (#/hr)1 Turn Type Perm NA Perm NA Perm Split NA Split NA Protected Phases 2 6 8 8 7 7 Permitted Phases 2 6 6 Actuated Green, G (s)12.7 12.7 18.1 18.1 8.9 8.9 13.3 13.3 Effective Green, g (s)12.7 12.7 18.1 18.1 8.9 8.9 13.3 13.3 Actuated g/C Ratio 0.23 0.23 0.33 0.33 0.16 0.16 0.24 0.24 Clearance Time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Vehicle Extension (s)2.0 2.0 4.0 4.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph)319 438 615 535 299 302 424 422 v/s Ratio Prot 0.04 0.00 c0.06 c0.11 0.11 v/s Ratio Perm c0.07 0.04 c0.07 v/c Ratio 0.31 0.19 0.11 0.21 0.03 0.39 0.46 0.45 Uniform Delay, d1 17.2 16.7 12.6 13.0 19.1 20.3 17.5 17.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.1 0.1 0.3 0.0 0.3 0.3 0.3 Delay (s)17.5 16.8 12.7 13.3 19.1 20.6 17.8 17.7 Level of Service B B B B B C B B Approach Delay (s)17.1 13.2 20.5 17.7 Approach LOS B B C B Intersection Summary HCM 2000 Control Delay 16.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38 Actuated Cycle Length (s)54.4 Sum of lost time (s)17.1 Intersection Capacity Utilization 49.2%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)61 842 5 0 619 46 2 0 3 49 0 36 Future Volume (vph)61 842 5 0 619 46 2 0 3 49 0 36 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.9 4.6 4.6 3.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 0.92 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.98 0.95 1.00 Satd. Flow (prot)1829 3654 3613 1717 1822 1615 Flt Permitted 0.95 1.00 1.00 0.85 0.56 1.00 Satd. Flow (perm)1829 3654 3613 1482 1067 1615 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)66 915 5 0 673 50 2 0 3 53 0 39 RTOR Reduction (vph)0 0 0 0 3 0 0 5 0 0 0 33 Lane Group Flow (vph)66 920 0 0 720 0 0 0 0 0 53 6 Confl. Peds. (#/hr)3 5 5 3 1 5 5 1 Confl. Bikes (#/hr)2 Turn Type Prot NA NA Perm NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s)6.2 42.4 37.1 3.9 11.9 11.9 Effective Green, g (s)7.3 43.5 38.2 3.9 11.9 13.0 Actuated g/C Ratio 0.09 0.52 0.46 0.05 0.14 0.16 Clearance Time (s)4.5 5.0 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)160 1910 1658 69 152 252 v/s Ratio Prot c0.04 c0.25 0.20 v/s Ratio Perm 0.00 c0.05 0.00 v/c Ratio 0.41 0.48 0.43 0.00 0.35 0.02 Uniform Delay, d1 35.9 12.7 15.2 37.8 32.2 29.7 Progression Factor 1.00 1.00 0.48 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.3 0.2 0.0 0.5 0.0 Delay (s)36.6 12.9 7.5 37.8 32.7 29.7 Level of Service D B A D C C Approach Delay (s)14.5 7.5 37.8 31.4 Approach LOS B A D C Intersection Summary HCM 2000 Control Delay 12.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length (s)83.2 Sum of lost time (s)17.6 Intersection Capacity Utilization 40.6%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Existing Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)40 817 37 16 591 54 43 11 29 62 3 31 Future Volume (vph)40 817 37 16 591 54 43 11 29 62 3 31 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.4 3.9 3.5 3.5 3.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 0.89 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 Satd. Flow (prot)1829 3630 1829 3602 1826 1696 1774 Flt Permitted 0.95 1.00 0.95 1.00 0.70 1.00 0.78 Satd. Flow (perm)1829 3630 1829 3602 1343 1696 1430 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)41 834 38 16 603 55 44 11 30 63 3 32 RTOR Reduction (vph)0 2 0 0 4 0 0 23 0 0 16 0 Lane Group Flow (vph)41 870 0 16 654 0 44 18 0 0 82 0 Confl. Peds. (#/hr)6 1 1 6 2 1 1 2 Confl. Bikes (#/hr)3 1 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 5 2 1 6 7 3 Permitted Phases 7 3 Actuated Green, G (s)6.2 42.4 0.9 37.1 17.3 17.3 9.3 Effective Green, g (s)7.3 43.5 2.0 38.2 18.4 18.4 10.4 Actuated g/C Ratio 0.09 0.52 0.02 0.46 0.22 0.22 0.12 Clearance Time (s)4.5 5.0 4.5 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)160 1897 43 1653 297 375 178 v/s Ratio Prot c0.02 c0.24 0.01 0.18 0.01 v/s Ratio Perm c0.03 c0.06 v/c Ratio 0.26 0.46 0.37 0.40 0.15 0.05 0.46 Uniform Delay, d1 35.4 12.5 40.0 14.9 26.1 25.5 33.8 Progression Factor 1.63 0.37 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.2 2.0 0.2 0.1 0.0 0.7 Delay (s)58.1 4.8 42.0 15.1 26.2 25.5 34.5 Level of Service E A D B C C C Approach Delay (s)7.2 15.7 25.9 34.5 Approach LOS A B C C Intersection Summary HCM 2000 Control Delay 12.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.39 Actuated Cycle Length (s)83.2 Sum of lost time (s)15.4 Intersection Capacity Utilization 50.3%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM 6th Signalized Intersection Summary Existing Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)93 159 216 726 206 155 193 684 869 170 490 62 Future Volume (veh/h)93 159 216 726 206 155 193 684 869 170 490 62 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.96 1.00 0.98 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 98 167 227 764 217 163 203 720 915 179 516 65 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 331 429 323 990 416 344 280 2481 1864 246 2431 751 Arrive On Green 0.09 0.12 0.12 0.19 0.21 0.21 0.08 0.47 0.47 0.07 0.46 0.46 Sat Flow, veh/h 3594 3696 2781 5224 1945 1611 3594 5310 2813 3594 5310 1641 Grp Volume(v), veh/h 98 167 227 764 217 163 203 720 915 179 516 65 Grp Sat Flow(s),veh/h/ln 1797 1848 1391 1741 1945 1611 1797 1770 1406 1797 1770 1641 Q Serve(g_s), s 3.3 5.4 10.1 17.8 12.7 9.3 7.1 10.7 21.3 6.3 7.5 2.0 Cycle Q Clear(g_c), s 3.3 5.4 10.1 17.8 12.7 9.3 7.1 10.7 21.3 6.3 7.5 2.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 331 429 323 990 416 344 280 2481 1864 246 2431 751 V/C Ratio(X)0.30 0.39 0.70 0.77 0.52 0.47 0.73 0.29 0.49 0.73 0.21 0.09 Avail Cap(c_a), veh/h 672 1007 758 1627 757 627 979 2481 1864 839 2431 751 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.4 52.6 54.6 49.4 44.7 29.3 57.9 21.1 11.2 58.7 20.9 9.1 Incr Delay (d2), s/veh 0.5 0.8 4.0 1.9 1.4 1.4 3.6 0.3 0.9 4.1 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 2.5 3.7 7.9 6.3 3.7 3.3 4.4 6.3 3.0 3.1 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 54.9 53.4 58.6 51.3 46.2 30.7 61.5 21.4 12.1 62.7 21.0 9.2 LnGrp LOS D D E D D C E C B E C A Approach Vol, veh/h 492 1144 1838 760 Approach Delay, s/veh 56.1 47.4 21.2 29.8 Approach LOS E D C C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 29.4 19.9 13.8 65.4 16.8 32.4 15.0 64.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.4 5.0 5.0 5.0 5.4 Max Green Setting (Gmax), s 40.0 35.0 30.0 60.0 24.0 50.0 35.0 50.0 Max Q Clear Time (g_c+I1), s 19.8 12.1 8.3 23.3 5.3 14.7 9.1 9.5 Green Ext Time (p_c), s 4.5 2.8 0.5 17.4 0.2 2.8 0.6 5.7 Intersection Summary HCM 6th Ctrl Delay, s/veh 33.9 HCM 6th LOS C Notes User approved changes to right turn type. HCM 6th Signalized Intersection Summary Existing Conditions 4: Regional St & Dublin Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 224 842 131 85 675 126 142 58 84 189 46 237 Future Volume (veh/h) 224 842 131 85 675 126 142 58 84 189 46 237 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 231 868 135 88 696 130 146 60 87 195 47 244 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 264 1889 292 172 2075 376 177 319 268 228 372 313 Arrive On Green 0.15 0.42 0.42 0.10 0.38 0.38 0.10 0.17 0.17 0.13 0.20 0.20 Sat Flow, veh/h 1781 4453 689 1781 5505 997 1781 1870 1568 1781 1870 1571 Grp Volume(v), veh/h 231 662 341 88 607 219 146 60 87 195 47 244 Grp Sat Flow(s),veh/h/ln1781 1702 1738 1781 1609 1677 1781 1870 1568 1781 1870 1571 Q Serve(g_s), s 13.5 14.8 14.9 5.0 9.5 9.9 8.5 2.9 4.0 11.4 2.2 15.6 Cycle Q Clear(g_c), s 13.5 14.8 14.9 5.0 9.5 9.9 8.5 2.9 4.0 11.4 2.2 15.6 Prop In Lane 1.00 0.40 1.00 0.59 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 264 1444 737 172 1819 632 177 319 268 228 372 313 V/C Ratio(X)0.88 0.46 0.46 0.51 0.33 0.35 0.82 0.19 0.32 0.86 0.13 0.78 Avail Cap(c_a), veh/h 504 1444 737 504 1819 632 504 970 813 504 705 592 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh44.2 21.8 21.9 45.6 23.6 23.7 46.9 37.7 23.1 45.3 34.9 40.3 Incr Delay (d2), s/veh 3.6 1.1 2.1 0.9 0.5 1.5 3.6 0.3 0.8 3.6 0.2 5.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.1 5.9 6.3 2.2 3.6 4.1 3.9 1.4 2.0 5.2 1.0 6.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 47.8 22.9 24.0 46.5 24.0 25.2 50.5 38.0 24.0 48.9 35.1 45.4 LnGrp LOS D C C D C C D D C D D D Approach Vol, veh/h 1234 914 293 486 Approach Delay, s/veh 27.9 26.5 40.1 45.8 Approach LOS C C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s15.2 50.0 15.1 25.8 20.2 45.0 18.1 22.8 Change Period (Y+Rc), s 5.0 * 5 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s30.0 * 45 30.0 40.0 30.0 40.0 30.0 55.0 Max Q Clear Time (g_c+I1), s7.0 16.9 10.5 17.6 15.5 11.9 13.4 6.0 Green Ext Time (p_c), s 0.1 10.4 0.2 1.3 0.3 8.4 0.2 0.8 Intersection Summary HCM 6th Ctrl Delay, s/veh 31.6 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC Existing Conditions 5: Dublin Blvd & Spruce Street Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1014 5 133 974 10 0 0 50 1 0 12 Future Vol, veh/h 0 1014 5 133 974 10 0 0 50 1 0 12 Conflicting Peds, #/hr 4 0 7 7 0 4 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ---100 ----0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1067 5 140 1025 11 0 0 53 1 0 13 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 1079 0 0 --543 1742 -522 Stage 1 ---------1315 -- Stage 2 ---------427 -- Critical Hdwy ---5.34 ----7.14 6.44 -7.14 Critical Hdwy Stg 1 ---------7.34 -- Critical Hdwy Stg 2 ---------6.74 -- Follow-up Hdwy ---3.12 ----3.92 3.82 -3.92 Pot Cap-1 Maneuver 0 --358 --0 0 414 92 0 428 Stage 1 0 -----0 0 -120 0 - Stage 2 0 -----0 0 -527 0 - Platoon blocked, %---- Mov Cap-1 Maneuver ---356 ----411 55 -426 Mov Cap-2 Maneuver ---------55 -- Stage 1 ---------120 -- Stage 2 ---------460 -- Approach EB WB NB SB HCM Control Delay, s/v 0 2.6 15 13.7 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)411 --356 --426 HCM Lane V/C Ratio 0.128 --0.393 --0.03 HCM Control Delay (s/veh)15 --21.5 --13.7 HCM Lane LOS C --C --B HCM 95th %tile Q (veh)0.4 --1.8 --0.1 HCM 6th Signalized Intersection Summary Existing Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)197 835 61 64 978 83 64 9 53 49 9 75 Future Volume (veh/h)197 835 61 64 978 83 64 9 53 49 9 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.96 1.00 0.99 1.00 0.94 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 205 870 64 67 1019 86 67 9 55 51 9 78 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 237 3065 225 87 2631 222 114 141 112 128 18 157 Arrive On Green 0.13 0.63 0.63 0.05 0.55 0.55 0.03 0.08 0.08 0.07 0.11 0.11 Sat Flow, veh/h 1781 4841 355 1781 4794 404 3456 1870 1490 1781 159 1375 Grp Volume(v), veh/h 205 611 323 67 723 382 67 9 55 51 0 87 Grp Sat Flow(s),veh/h/ln 1781 1702 1791 1781 1702 1793 1728 1870 1490 1781 0 1533 Q Serve(g_s), s 12.3 8.8 8.8 4.1 13.3 13.3 2.1 0.5 3.9 3.0 0.0 5.8 Cycle Q Clear(g_c), s 12.3 8.8 8.8 4.1 13.3 13.3 2.1 0.5 3.9 3.0 0.0 5.8 Prop In Lane 1.00 0.20 1.00 0.23 1.00 1.00 1.00 0.90 Lane Grp Cap(c), veh/h 237 2155 1134 87 1868 984 114 141 112 128 0 175 V/C Ratio(X)0.87 0.28 0.28 0.77 0.39 0.39 0.59 0.06 0.49 0.40 0.00 0.50 Avail Cap(c_a), veh/h 489 2155 1134 326 1868 984 474 205 164 326 0 175 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.4 9.0 9.0 51.4 14.1 14.1 52.1 47.0 48.5 48.5 0.0 45.5 Incr Delay (d2), s/veh 3.7 0.3 0.6 5.4 0.6 1.2 1.8 0.1 1.2 0.7 0.0 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 3.1 3.4 1.9 5.0 5.5 0.9 0.2 1.5 1.4 0.0 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 50.1 9.3 9.6 56.8 14.7 15.3 53.9 47.1 49.8 49.2 0.0 46.3 LnGrp LOS D A A E B B D D D D D Approach Vol, veh/h 1139 1172 131 138 Approach Delay, s/veh 16.7 17.3 51.7 47.4 Approach LOS B B D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.8 74.2 8.1 17.2 19.0 65.0 12.4 12.9 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s 20.0 60.0 15.0 12.0 30.0 60.0 20.0 12.0 Max Q Clear Time (g_c+I1), s 6.1 10.8 4.1 7.8 14.3 15.3 5.0 5.9 Green Ext Time (p_c), s 0.1 11.0 0.1 0.1 0.2 13.7 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 20.4 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Existing Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 157 648 132 290 801 247 142 179 247 246 168 113 Future Volume (veh/h) 157 648 132 290 801 247 142 179 247 246 168 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 162 668 136 299 826 255 146 185 255 254 173 116 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 192 1535 308 333 2230 689 173 392 328 322 214 143 Arrive On Green 0.11 0.36 0.36 0.19 0.44 0.44 0.10 0.21 0.21 0.09 0.21 0.21 Sat Flow, veh/h 1781 4242 850 1781 5106 1578 1781 1870 1565 3456 1038 696 Grp Volume(v), veh/h 162 534 270 299 826 255 146 185 255 254 0 289 Grp Sat Flow(s),veh/h/ln1781 1702 1688 1781 1702 1578 1781 1870 1565 1728 0 1734 Q Serve(g_s), s 11.2 15.0 15.3 20.7 13.7 9.6 10.2 10.9 19.4 9.1 0.0 20.0 Cycle Q Clear(g_c), s 11.2 15.0 15.3 20.7 13.7 9.6 10.2 10.9 19.4 9.1 0.0 20.0 Prop In Lane 1.00 0.50 1.00 1.00 1.00 1.00 1.00 0.40 Lane Grp Cap(c), veh/h 192 1232 611 333 2230 689 173 392 328 322 0 357 V/C Ratio(X)0.84 0.43 0.44 0.90 0.37 0.37 0.84 0.47 0.78 0.79 0.00 0.81 Avail Cap(c_a), veh/h 495 1232 611 636 2230 689 339 594 497 658 0 551 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh55.1 30.4 30.5 50.1 23.8 11.7 55.9 43.7 47.0 55.9 0.0 47.7 Incr Delay (d2), s/veh 9.5 1.1 2.3 8.7 0.5 1.5 4.3 0.9 4.3 4.3 0.0 5.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.5 6.3 6.6 9.9 5.6 3.7 4.8 5.2 8.0 4.1 0.0 9.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 64.7 31.5 32.8 58.8 24.3 13.2 60.2 44.5 51.3 60.2 0.0 52.8 LnGrp LOS E C C E C B E D D E D Approach Vol, veh/h 966 1380 586 543 Approach Delay, s/veh 37.4 29.7 51.4 56.3 Approach LOS D C D E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s28.0 50.6 16.7 30.6 18.6 60.0 16.2 31.1 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 5.0 * 5 4.5 * 4.7 Max Green Setting (Gmax), s45.0 45.0 24.0 40.0 35.0 * 55 24.0 * 40 Max Q Clear Time (g_c+I1), s22.7 17.3 12.2 22.0 13.2 15.7 11.1 21.4 Green Ext Time (p_c), s 0.8 8.0 0.1 1.6 0.4 11.6 0.7 1.9 Intersection Summary HCM 6th Ctrl Delay, s/veh 39.7 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Existing Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 32 37 56 304 48 330 140 365 383 273 281 26 Future Volume (veh/h) 32 37 56 304 48 330 140 365 383 273 281 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.93 1.00 1.00 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 34 39 59 356 0 0 147 384 403 287 296 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 217 228 180 705 0 221 1228 524 444 1788 Arrive On Green 0.12 0.12 0.12 0.19 0.00 0.00 0.12 0.33 0.33 0.12 0.34 0.00 Sat Flow, veh/h 1853 1945 1533 3705 0 1648 1853 3696 1577 3594 5310 1648 Grp Volume(v), veh/h 34 39 59 356 0 0 147 384 403 287 296 0 Grp Sat Flow(s),veh/h/ln1853 1945 1533 1853 0 1648 1853 1848 1577 1797 1770 1648 Q Serve(g_s), s 1.3 1.5 2.9 7.0 0.0 0.0 6.1 6.3 18.5 6.1 3.2 0.0 Cycle Q Clear(g_c), s 1.3 1.5 2.9 7.0 0.0 0.0 6.1 6.3 18.5 6.1 3.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 217 228 180 705 0 221 1228 524 444 1788 V/C Ratio(X)0.16 0.17 0.33 0.51 0.00 0.67 0.31 0.77 0.65 0.17 Avail Cap(c_a), veh/h 573 602 474 1605 0 573 2288 976 1112 3287 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh32.1 32.1 32.7 29.3 0.0 0.0 34.0 20.1 24.2 33.7 18.8 0.0 Incr Delay (d2), s/veh 0.1 0.1 0.4 0.2 0.0 0.0 1.3 0.2 3.4 0.6 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 0.7 1.1 3.0 0.0 0.0 2.7 2.5 6.8 2.6 1.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 32.2 32.2 33.1 29.5 0.0 0.0 35.3 20.3 27.6 34.3 18.9 0.0 LnGrp LOS C C C C D C C C B Approach Vol, veh/h 132 356 934 583 Approach Delay, s/veh 32.6 29.5 25.8 26.5 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s14.5 32.1 20.1 14.1 32.5 14.1 Change Period (Y+Rc), s 4.5 5.3 4.7 4.5 5.3 4.6 Max Green Setting (Gmax), s25.0 50.0 35.0 25.0 50.0 25.0 Max Q Clear Time (g_c+I1), s8.1 20.5 9.0 8.1 5.2 4.9 Green Ext Time (p_c), s 0.5 6.3 0.7 0.2 2.9 0.2 Intersection Summary HCM 6th Ctrl Delay, s/veh 27.1 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Existing Conditions 12: Regional St & Amador Valley Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 99 494 146 281 414 9 181 27 126 16 11 30 Future Volume (veh/h) 99 494 146 281 414 9 181 27 126 16 11 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 0.99 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 103 515 152 293 431 9 189 28 131 17 11 31 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 177 933 274 402 1689 35 451 465 391 430 107 301 Arrive On Green 0.10 0.33 0.33 0.22 0.46 0.45 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow, veh/h 1853 2787 817 1853 3701 77 1410 1945 1636 1269 447 1260 Grp Volume(v), veh/h 103 340 327 293 215 225 189 28 131 17 0 42 Grp Sat Flow(s),veh/h/ln1853 1848 1756 1853 1848 1930 1410 1945 1636 1269 0 1707 Q Serve(g_s), s 2.7 7.7 7.8 7.5 3.7 3.7 6.2 0.6 3.4 0.5 0.0 1.0 Cycle Q Clear(g_c), s 2.7 7.7 7.8 7.5 3.7 3.7 7.2 0.6 3.4 1.1 0.0 1.0 Prop In Lane 1.00 0.47 1.00 0.04 1.00 1.00 1.00 0.74 Lane Grp Cap(c), veh/h 177 619 588 402 843 881 451 465 391 430 0 408 V/C Ratio(X)0.58 0.55 0.56 0.73 0.25 0.26 0.42 0.06 0.34 0.04 0.00 0.10 Avail Cap(c_a), veh/h 1127 1305 1240 1127 1305 1363 833 993 835 774 0 871 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh22.2 13.9 13.9 18.6 8.5 8.6 18.0 15.0 16.1 15.5 0.0 15.2 Incr Delay (d2), s/veh 1.1 1.1 1.2 1.0 0.2 0.2 0.2 0.0 0.2 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.1 2.9 2.8 3.0 1.2 1.3 1.8 0.2 1.1 0.1 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 23.3 15.0 15.1 19.6 8.8 8.8 18.2 15.0 16.3 15.5 0.0 15.3 LnGrp LOS C B B B A A B B B B B Approach Vol, veh/h 770 733 348 59 Approach Delay, s/veh 16.1 13.1 17.2 15.3 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.3 27.2 15.6 14.5 21.0 15.6 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Setting (Gmax), s30.0 35.0 25.0 30.0 35.0 25.0 Max Q Clear Time (g_c+I1), s4.7 5.7 9.2 9.5 9.8 3.1 Green Ext Time (p_c), s 0.2 2.8 0.7 0.6 4.6 0.1 Intersection Summary HCM 6th Ctrl Delay, s/veh 15.1 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Existing Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)3 561 154 240 493 1 165 4 293 2 1 10 Future Volume (veh/h)3 561 154 240 493 1 165 4 293 2 1 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 0.99 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 3 578 159 247 508 1 170 4 302 2 1 10 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 46 1000 274 349 1953 4 492 10 405 106 68 311 Arrive On Green 0.02 0.35 0.35 0.19 0.52 0.51 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1853 2837 778 1853 3784 7 1420 41 1629 103 272 1250 Grp Volume(v), veh/h 3 376 361 247 248 261 174 0 302 13 0 0 Grp Sat Flow(s),veh/h/ln1853 1848 1767 1853 1848 1943 1461 0 1629 1625 0 0 Q Serve(g_s), s 0.1 8.5 8.6 6.4 3.9 3.9 4.9 0.0 8.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.1 8.5 8.6 6.4 3.9 3.9 5.2 0.0 8.8 0.3 0.0 0.0 Prop In Lane 1.00 0.44 1.00 0.00 0.98 1.00 0.15 0.77 Lane Grp Cap(c), veh/h 46 651 623 349 954 1003 502 0 405 485 0 0 V/C Ratio(X)0.07 0.58 0.58 0.71 0.26 0.26 0.35 0.00 0.74 0.03 0.00 0.00 Avail Cap(c_a), veh/h 761 1298 1241 761 1298 1365 737 0 669 734 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh24.5 13.5 13.6 19.5 6.9 6.9 16.4 0.0 17.8 14.6 0.0 0.0 Incr Delay (d2), s/veh 0.2 1.2 1.2 1.0 0.2 0.2 0.2 0.0 1.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 3.2 3.1 2.6 1.2 1.3 1.6 0.0 3.0 0.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 24.7 14.7 14.8 20.5 7.2 7.1 16.6 0.0 18.8 14.6 0.0 0.0 LnGrp LOS C B B C A A B B B Approach Vol, veh/h 740 756 476 13 Approach Delay, s/veh 14.8 11.5 18.0 14.6 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s13.1 22.0 16.3 4.7 30.4 16.3 Change Period (Y+Rc), s 4.5 5.0 4.6 4.5 5.0 4.6 Max Green Setting (Gmax), s20.0 35.0 20.0 20.0 35.0 20.0 Max Q Clear Time (g_c+I1), s8.4 10.6 2.3 2.1 5.9 10.8 Green Ext Time (p_c), s 0.4 5.1 0.0 0.0 3.3 0.9 Intersection Summary HCM 6th Ctrl Delay, s/veh 14.3 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Existing Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)0 0 0 0 0 0 0 0 0 0 0 0 Future Volume (veh/h)0 0 0 0 0 0 0 0 0 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h --2147483648--2147483648--2147483648--2147483648--2147483648--2147483648--2147483648--2147483648--2147483648 Arrive On Green 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1853 3890 1648 1853 3696 1648 1853 3890 1648 1853 3696 1648 Grp Volume(v), veh/h 0 0 0 0 0 0 0 0 0 0 0 0 Grp Sat Flow(s),veh/h/ln1853 1945 1648 1853 1848 1648 1853 1945 1648 1853 1848 1648 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h1762261606437007495168 1762261606435157118976 1762261606437007495168156811417601762261606435157118976 V/C Ratio(X)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h7049046392832148029980016647049046392832140628470005767049046392832148029980016646272456327168704904639283214062847000576 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LnGrp LOS Approach Vol, veh/h 0 0 0 0 Approach Delay, s/veh 0.0 0.0 0.0 0.0 Approach LOS Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 0.0 0.0 0.0 0.0 Change Period (Y+Rc), s 5.3 5.0 5.3 5.0 Max Green Setting (Gmax), s 40.0 40.0 40.0 40.0 Max Q Clear Time (g_c+I1), s 0.0 0.0 0.0 0.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 0.0 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th AWSC Existing Conditions 27: Golden Gate Dr & St Patrick Way Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 43 9 41 46 48 18 45 14 84 44 22 Future Vol, veh/h 32 43 9 41 46 48 18 45 14 84 44 22 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 34 45 9 43 48 51 19 47 15 88 46 23 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 1 2 2 HCM Control Delay, s/veh8.6 8.6 8.5 9.9 HCM LOS A A A A Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %29%0% 100%0% 100%0% 56% Vol Thru, %71%0%0% 83%0% 49% 29% Vol Right, %0% 100%0% 17%0% 51% 15% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 63 14 32 52 41 94 150 LT Vol 18 0 32 0 41 0 84 Through Vol 45 0 0 43 0 46 44 RT Vol 0 14 0 9 0 48 22 Lane Flow Rate 66 15 34 55 43 99 158 Geometry Grp 5 5 5 5 5 5 4b Degree of Util (X)0.1 0.019 0.054 0.079 0.069 0.135 0.23 Departure Headway (Hd)5.432 4.584 5.823 5.197 5.77 4.907 5.248 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 659 779 614 688 621 730 684 Service Time 3.172 2.324 3.563 2.937 3.506 2.643 3.284 HCM Lane V/C Ratio 0.1 0.019 0.055 0.08 0.069 0.136 0.231 HCM Control Delay, s/veh 8.8 7.4 8.9 8.4 8.9 8.4 9.9 HCM Lane LOS A A A A A A A HCM 95th-tile Q 0.3 0.1 0.2 0.3 0.2 0.5 0.9 Queues Existing Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Lane Group EBL EBR NBT NBR SBT SBR Lane Group Flow (vph)434 407 392 232 1376 435 v/c Ratio 0.47 0.49 0.15 0.15 0.67 0.26 Control Delay (s/veh)21.0 16.4 11.9 1.2 11.1 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)21.0 16.4 11.9 1.2 11.1 0.3 Queue Length 50th (ft)65 48 19 0 148 0 Queue Length 95th (ft)120 102 83 28 267 0 Internal Link Dist (ft)808 634 Turn Bay Length (ft)430 425 570 Base Capacity (vph)1916 1604 3785 1523 3632 1636 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.25 0.10 0.15 0.38 0.27 Intersection Summary Queues Existing Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Lane Group WBL WBR NBT SBT Lane Group Flow (vph)993 680 750 876 v/c Ratio 0.69 0.40 0.54 0.56 Control Delay (s/veh)18.6 7.0 21.7 15.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh)18.6 7.0 21.7 15.4 Queue Length 50th (ft)145 52 89 127 Queue Length 95th (ft)258 116 133 195 Internal Link Dist (ft)1070 208 135 Turn Bay Length (ft)190 320 Base Capacity (vph)1760 2125 3042 3204 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.56 0.32 0.25 0.27 Intersection Summary Queues Existing Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)213 174 286 388 186 73 303 542 540 142 608 225 v/c Ratio 0.59 0.35 0.45 0.58 0.59 0.19 0.69 0.20 0.26 0.51 0.24 0.25 Control Delay (s/veh)66.8 55.1 7.0 70.4 75.5 13.8 67.3 20.9 1.4 68.2 25.1 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)66.8 55.1 7.0 70.4 75.5 13.8 67.3 20.9 1.4 68.2 25.1 4.7 Queue Length 50th (ft)97 79 0 130 174 6 138 90 0 64 113 0 Queue Length 95th (ft)138 97 38 168 253 51 182 164 30 99 202 62 Internal Link Dist (ft)732 623 581 1238 Turn Bay Length (ft)260 290 220 290 420 280 Base Capacity (vph)393 1044 1027 736 618 607 582 2694 2053 354 2459 874 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.17 0.28 0.53 0.30 0.12 0.52 0.20 0.26 0.40 0.25 0.26 Intersection Summary Queues Existing Conditions 4: Regional St & Dublin Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)119 731 46 534 46 11 31 51 15 100 v/c Ratio 0.64 0.21 0.35 0.13 0.45 0.07 0.12 0.38 0.09 0.40 Control Delay (s/veh)84.5 10.8 54.4 5.5 77.0 53.9 1.0 69.8 54.5 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)84.5 10.8 54.4 5.5 77.0 53.9 1.0 69.8 54.5 8.5 Queue Length 50th (ft)109 50 38 7 41 10 0 46 13 0 Queue Length 95th (ft)174 177 84 71 84 25 0 90 30 29 Internal Link Dist (ft)623 644 371 1175 Turn Bay Length (ft)215 205 105 105 110 110 Base Capacity (vph)190 3425 145 3968 195 536 538 191 522 527 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.21 0.32 0.13 0.24 0.02 0.06 0.27 0.03 0.19 Intersection Summary Queues Existing Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)49 691 62 496 76 4 86 12 28 v/c Ratio 0.47 0.22 0.52 0.15 0.40 0.01 0.25 0.09 0.11 Control Delay (s/veh)77.1 18.1 91.0 5.7 69.9 43.7 10.9 62.7 24.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)77.1 18.1 91.0 5.7 69.9 43.7 10.9 62.7 24.9 Queue Length 50th (ft)48 126 53 52 35 3 0 10 7 Queue Length 95th (ft)92 105 111 38 61 14 46 33 35 Internal Link Dist (ft)514 542 532 104 Turn Bay Length (ft)235 215 135 135 170 Base Capacity (vph)195 3114 195 3225 331 506 483 170 449 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.22 0.32 0.15 0.23 0.01 0.18 0.07 0.06 Intersection Summary Queues Existing Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)86 569 294 482 202 78 97 291 86 172 v/c Ratio 0.44 0.25 0.82 0.17 0.22 0.60 0.34 0.60 0.39 0.66 Control Delay (s/veh)55.2 18.2 94.8 7.1 0.6 81.7 54.2 10.4 67.8 65.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)55.2 18.2 94.8 7.1 0.6 81.7 54.2 10.4 67.8 65.8 Queue Length 50th (ft)78 38 281 24 0 70 81 0 39 146 Queue Length 95th (ft)85 140 204 41 0 124 122 75 67 202 Internal Link Dist (ft)542 1069 572 230 Turn Bay Length (ft)200 305 190 100 130 Base Capacity (vph)195 2247 402 2757 906 170 497 630 331 487 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.25 0.73 0.17 0.22 0.46 0.20 0.46 0.26 0.35 Intersection Summary Queues Existing Conditions 8: Village Parkway & Dublin Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph)170 731 139 742 774 25 9 553 96 172 v/c Ratio 0.55 0.40 0.45 0.45 0.60 0.29 0.03 1.06 0.30 0.42 Control Delay (s/veh)58.0 27.9 57.8 40.2 3.9 72.9 48.0 113.1 52.1 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)58.0 27.9 57.8 40.2 3.9 72.9 48.0 113.1 52.1 8.8 Queue Length 50th (ft)79 253 115 200 0 22 3 256 85 0 Queue Length 95th (ft)119 401 183 238 82 54 10 #409 107 51 Internal Link Dist (ft)1069 4207 583 1714 Turn Bay Length (ft)255 200 415 100 220 55 Base Capacity (vph)322 1801 307 1614 1287 189 974 520 596 618 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.41 0.45 0.46 0.60 0.13 0.01 1.06 0.16 0.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Existing Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)82 512 491 394 998 331 772 733 430 344 1485 v/c Ratio 0.37 0.29 0.32 0.80 0.61 0.39 1.02 0.45 0.31 0.80 0.80 Control Delay (s/veh)72.5 37.9 19.7 79.1 46.6 4.7 100.0 42.6 16.1 79.6 53.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)72.5 37.9 19.7 79.1 46.6 4.7 100.0 42.6 16.1 79.6 53.3 Queue Length 50th (ft)40 138 141 135 309 0 ~283 210 86 170 386 Queue Length 95th (ft)69 173 186 #185 370 67 #372 251 130 227 427 Internal Link Dist (ft)4207 2096 1589 1541 Turn Bay Length (ft)215 415 565 300 495 450 210 Base Capacity (vph)260 1750 1504 497 1626 828 756 1664 1323 449 1949 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.29 0.33 0.79 0.61 0.40 1.02 0.44 0.33 0.77 0.76 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Existing Conditions 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Lane Group EBL EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)48 89 155 300 12 144 202 198 v/c Ratio 0.11 0.14 0.29 0.41 0.03 0.38 0.52 0.50 Control Delay (s/veh)18.0 13.2 19.2 4.7 24.0 26.0 28.8 26.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)18.0 13.2 19.2 4.7 24.0 26.0 28.8 26.9 Queue Length 50th (ft)11 13 36 0 3 41 63 57 Queue Length 95th (ft)48 61 123 57 19 115 177 167 Internal Link Dist (ft)677 257 288 572 Turn Bay Length (ft)130 285 65 145 Base Capacity (vph)675 966 1578 1582 817 828 772 775 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.09 0.10 0.19 0.01 0.17 0.26 0.26 Intersection Summary Queues Existing Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)29 37 42 249 253 246 92 349 527 371 571 25 v/c Ratio 0.11 0.14 0.14 0.58 0.58 0.47 0.34 0.40 0.67 0.57 0.32 0.04 Control Delay (s/veh)39.7 39.7 2.9 34.0 34.1 11.7 41.1 29.7 7.9 36.4 24.3 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)39.7 39.7 2.9 34.0 34.1 11.7 41.1 29.7 7.9 36.4 24.3 0.1 Queue Length 50th (ft)13 17 0 118 121 26 43 77 0 88 83 0 Queue Length 95th (ft)42 50 4 202 205 78 96 131 51 145 127 0 Internal Link Dist (ft)543 429 1238 739 Turn Bay Length (ft)65 60 130 200 280 300 Base Capacity (vph)624 656 611 829 836 842 624 2440 1249 1210 3506 1054 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.06 0.07 0.30 0.30 0.29 0.15 0.14 0.42 0.31 0.16 0.02 Intersection Summary Queues Existing Conditions 12: Regional St & Amador Valley Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 11 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)49 848 142 638 80 7 54 9 17 v/c Ratio 0.20 0.51 0.40 0.28 0.28 0.01 0.14 0.03 0.04 Control Delay (s/veh)30.4 15.3 28.3 9.9 23.5 20.5 5.6 20.7 12.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)30.4 15.3 28.3 9.9 23.5 20.5 5.6 20.7 12.9 Queue Length 50th (ft)13 95 38 58 22 2 0 2 1 Queue Length 95th (ft)59 255 127 162 65 12 17 14 15 Internal Link Dist (ft)429 761 1175 245 Turn Bay Length (ft)105 105 100 100 35 Base Capacity (vph)1060 2427 1060 2616 713 956 836 719 852 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.35 0.13 0.24 0.11 0.01 0.06 0.01 0.02 Intersection Summary Queues Existing Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 12 Lane Group EBL EBT WBT NBT SBT SBR Lane Group Flow (vph)88 750 789 6 56 74 v/c Ratio 0.38 0.44 0.56 0.01 0.27 0.21 Control Delay (s/veh)46.3 21.6 13.9 0.0 37.8 4.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)46.3 21.6 14.0 0.0 37.8 4.4 Queue Length 50th (ft)43 112 40 0 28 0 Queue Length 95th (ft)115 332 115 0 62 14 Internal Link Dist (ft)761 197 106 622 Turn Bay Length (ft)80 45 Base Capacity (vph)627 1835 1541 657 513 667 Starvation Cap Reductn 0 0 105 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.41 0.55 0.01 0.11 0.11 Intersection Summary Queues Existing Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBT Lane Group Flow (vph)62 738 21 833 19 21 233 v/c Ratio 0.26 0.43 0.12 0.60 0.07 0.05 0.69 Control Delay (s/veh)70.8 5.0 48.0 28.6 30.1 23.0 45.1 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)70.8 5.1 48.0 28.6 30.1 23.0 45.1 Queue Length 50th (ft)28 6 10 178 9 7 106 Queue Length 95th (ft)97 43 41 #430 31 28 #273 Internal Link Dist (ft)197 509 445 238 Turn Bay Length (ft)80 180 75 Base Capacity (vph)627 1820 627 1518 510 699 501 Starvation Cap Reductn 0 273 0 0 0 0 0 Spillback Cap Reductn 0 0 0 33 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.48 0.03 0.56 0.04 0.03 0.47 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Existing Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 14 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph)4 866 249 759 83 242 17 v/c Ratio 0.02 0.60 0.58 0.31 0.32 0.48 0.05 Control Delay (s/veh)37.6 18.6 31.5 6.7 28.7 7.5 17.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)37.6 18.6 31.5 6.7 28.7 7.5 17.5 Queue Length 50th (ft)1 112 75 36 26 0 2 Queue Length 95th (ft)12 268 206 174 69 40 17 Internal Link Dist (ft)509 1118 372 166 Turn Bay Length (ft)100 150 90 Base Capacity (vph)667 2251 667 2648 532 778 630 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.38 0.37 0.29 0.16 0.31 0.03 Intersection Summary Queues Existing Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: AM PEAK 01 - Existing AM Dublin Downtown Hines 7:00 am 07/03/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)309 636 137 129 437 136 85 806 97 140 696 558 v/c Ratio 0.83 0.83 0.33 0.43 0.73 0.44 0.20 0.94 0.21 0.31 0.77 0.99 Control Delay (s/veh)81.0 71.6 27.6 67.0 73.6 33.3 53.4 80.0 17.1 55.0 65.8 72.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)81.0 71.6 27.6 67.0 73.6 33.3 53.4 80.0 17.1 55.0 65.8 72.7 Queue Length 50th (ft)351 361 55 130 244 60 83 485 18 128 381 ~424 Queue Length 95th (ft)428 391 99 172 260 102 128 507 53 178 407 #513 Internal Link Dist (ft)1118 764 1714 758 Turn Bay Length (ft)180 100 115 80 125 80 90 120 Base Capacity (vph)407 841 444 447 895 428 407 856 443 447 895 561 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.76 0.76 0.31 0.29 0.49 0.32 0.21 0.94 0.22 0.31 0.78 0.99 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Existing Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Lane Group EBL EBR NBT NBR SBT SBR Lane Group Flow (vph)533 326 1255 649 747 336 v/c Ratio 0.85 0.42 0.42 0.42 0.31 0.20 Control Delay (s/veh)40.5 5.0 13.0 1.7 6.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)40.5 5.0 13.0 1.7 6.1 0.2 Queue Length 50th (ft)97 0 61 0 38 0 Queue Length 95th (ft)#174 31 #284 49 51 0 Internal Link Dist (ft)808 634 Turn Bay Length (ft)430 425 570 Base Capacity (vph)620 772 2969 1528 2395 1636 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.86 0.42 0.42 0.42 0.31 0.21 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Existing Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Lane Group WBL WBR NBT SBT Lane Group Flow (vph)253 695 1391 831 v/c Ratio 0.30 0.58 0.63 0.38 Control Delay (s/veh)19.9 15.3 14.3 7.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh)19.9 15.3 14.3 7.0 Queue Length 50th (ft)38 102 117 73 Queue Length 95th (ft)65 141 m224 104 Internal Link Dist (ft)1070 208 135 Turn Bay Length (ft)190 320 Base Capacity (vph)857 1282 2187 2179 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.30 0.54 0.64 0.38 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Queues Existing Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)241 343 275 743 204 144 335 931 841 217 461 110 v/c Ratio 0.46 0.52 0.37 0.91 0.55 0.34 0.71 0.42 0.47 0.62 0.22 0.15 Control Delay (s/veh)58.8 53.6 5.8 83.5 67.6 28.6 67.1 31.3 10.9 68.3 31.5 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)58.8 53.6 5.8 83.5 67.6 28.6 67.1 31.3 10.9 68.3 31.5 0.9 Queue Length 50th (ft)103 155 0 217 167 51 153 205 121 99 97 0 Queue Length 95th (ft)151 181 38 #321 276 121 198 308 240 139 157 4 Internal Link Dist (ft)732 623 581 1238 Turn Bay Length (ft)260 290 220 290 420 280 Base Capacity (vph)513 1018 1000 810 632 619 562 2204 1770 393 2031 728 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.34 0.28 0.92 0.32 0.23 0.60 0.42 0.48 0.55 0.23 0.15 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Existing Conditions 4: Regional St & Dublin Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)174 1227 68 883 128 53 86 193 27 206 v/c Ratio 0.76 0.43 0.40 0.27 0.70 0.28 0.32 0.85 0.11 0.55 Control Delay (s/veh)77.2 20.9 39.7 12.2 80.1 59.0 5.2 91.8 52.3 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)77.2 20.9 39.7 12.2 80.1 59.0 5.2 91.8 52.3 12.1 Queue Length 50th (ft)162 237 39 47 114 47 0 172 23 0 Queue Length 95th (ft)238 345 70 129 178 77 16 #292 46 65 Internal Link Dist (ft)623 644 371 1175 Turn Bay Length (ft)215 205 105 105 110 110 Base Capacity (vph)270 2800 195 3203 284 536 535 246 496 563 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.44 0.35 0.28 0.45 0.10 0.16 0.78 0.05 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Existing Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)160 1267 102 870 130 29 152 50 89 v/c Ratio 0.74 0.47 0.65 0.34 0.54 0.08 0.37 0.38 0.26 Control Delay (s/veh)86.8 13.9 86.5 25.7 71.4 45.2 9.3 70.3 17.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)86.8 13.9 86.5 25.7 71.4 45.2 9.3 70.3 17.3 Queue Length 50th (ft)113 299 50 294 60 22 0 44 16 Queue Length 95th (ft)m226 94 134 346 93 50 60 88 64 Internal Link Dist (ft)514 542 532 104 Turn Bay Length (ft)235 215 135 135 170 Base Capacity (vph)266 2670 183 2522 331 496 513 170 468 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.47 0.56 0.34 0.39 0.06 0.30 0.29 0.19 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Queues Existing Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)187 1122 286 733 196 118 157 289 204 204 v/c Ratio 0.65 0.56 0.76 0.32 0.25 0.70 0.52 0.58 0.61 0.68 Control Delay (s/veh)54.1 24.3 40.4 20.1 12.4 82.4 58.1 9.8 68.4 58.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)54.1 24.3 40.4 20.1 12.4 82.4 58.1 9.8 68.4 58.9 Queue Length 50th (ft)170 111 249 216 110 106 135 0 93 161 Queue Length 95th (ft)256 195 #396 282 179 170 191 77 132 227 Internal Link Dist (ft)542 1069 572 230 Turn Bay Length (ft)200 305 190 100 130 Base Capacity (vph)284 1994 372 2275 758 221 497 624 429 477 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.66 0.56 0.77 0.32 0.26 0.53 0.32 0.46 0.48 0.43 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Existing Conditions 8: Village Parkway & Dublin Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph)251 1309 168 903 385 84 34 472 105 193 v/c Ratio 0.65 0.70 0.66 0.66 0.35 0.65 0.11 0.88 0.40 0.50 Control Delay (s/veh)90.0 18.8 70.6 49.5 3.5 86.6 42.9 77.5 57.3 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)90.0 18.8 70.6 49.5 3.5 86.6 42.9 77.5 57.3 10.2 Queue Length 50th (ft)123 166 147 271 0 75 11 223 92 0 Queue Length 95th (ft)137 #834 228 322 70 133 24 #331 120 57 Internal Link Dist (ft)1069 4207 583 1714 Turn Bay Length (ft)255 200 415 100 220 55 Base Capacity (vph)451 1844 254 1351 1075 150 979 532 646 668 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.71 0.66 0.67 0.36 0.56 0.03 0.89 0.16 0.29 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Existing Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)139 947 714 487 699 354 767 1196 475 324 992 v/c Ratio 0.53 0.53 0.47 0.84 0.42 0.43 1.01 0.78 0.36 0.77 0.58 Control Delay (s/veh)74.5 41.9 22.7 79.0 42.7 8.2 98.6 53.1 23.5 77.6 48.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)74.5 41.9 22.7 79.0 42.7 8.2 98.6 53.1 23.5 77.6 48.3 Queue Length 50th (ft)68 282 236 168 210 34 ~275 390 139 159 236 Queue Length 95th (ft)105 330 297 #245 253 120 #368 441 189 214 269 Internal Link Dist (ft)4207 2096 1589 1541 Turn Bay Length (ft)215 415 565 300 495 450 210 Base Capacity (vph)307 1777 1519 576 1656 821 756 1629 1282 449 1897 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.53 0.47 0.85 0.42 0.43 1.01 0.73 0.37 0.72 0.52 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Existing Conditions 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Lane Group EBL EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)100 85 68 342 9 126 193 194 v/c Ratio 0.31 0.19 0.12 0.48 0.02 0.29 0.44 0.44 Control Delay (s/veh)27.2 23.7 16.2 4.8 25.0 23.9 26.7 26.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)27.2 23.7 16.2 4.8 25.0 23.9 26.7 26.0 Queue Length 50th (ft)20 15 13 0 2 24 41 40 Queue Length 95th (ft)121 98 57 52 19 129 217 213 Internal Link Dist (ft)677 257 288 572 Turn Bay Length (ft)130 285 65 145 Base Capacity (vph)927 1281 1744 1537 1099 1113 1040 1037 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.07 0.04 0.22 0.01 0.11 0.19 0.19 Intersection Summary Queues Existing Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)44 40 63 147 149 319 162 588 525 254 329 42 v/c Ratio 0.18 0.15 0.21 0.39 0.39 0.54 0.52 0.53 0.61 0.46 0.21 0.08 Control Delay (s/veh)41.7 41.4 8.7 32.9 32.9 7.4 42.2 27.2 6.1 38.6 24.8 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)41.7 41.4 8.7 32.9 32.9 7.4 42.2 27.2 6.1 38.6 24.8 2.1 Queue Length 50th (ft)19 18 0 69 70 0 73 121 0 59 43 0 Queue Length 95th (ft)65 60 29 145 147 67 170 228 80 125 89 9 Internal Link Dist (ft)543 429 1238 739 Turn Bay Length (ft)65 60 130 200 280 300 Base Capacity (vph)610 643 600 812 821 896 610 2429 1234 1184 3490 1020 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.06 0.11 0.18 0.18 0.36 0.27 0.24 0.43 0.21 0.09 0.04 Intersection Summary Queues Existing Conditions 12: Regional St & Amador Valley Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 11 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)74 754 244 417 167 26 132 31 24 v/c Ratio 0.29 0.58 0.56 0.22 0.50 0.05 0.27 0.09 0.05 Control Delay (s/veh)34.6 20.5 30.7 11.8 30.1 22.9 6.7 23.4 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)34.6 20.5 30.7 11.8 30.1 22.9 6.7 23.4 15.9 Queue Length 50th (ft)25 110 79 45 54 8 0 9 3 Queue Length 95th (ft)89 271 218 116 147 32 42 37 24 Internal Link Dist (ft)429 761 1175 245 Turn Bay Length (ft)105 105 100 100 35 Base Capacity (vph)944 2138 944 2266 631 853 789 630 784 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.35 0.26 0.18 0.26 0.03 0.17 0.05 0.03 Intersection Summary Queues Existing Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 12 Lane Group EBL EBT WBT NBT SBT SBR Lane Group Flow (vph)66 920 723 5 53 39 v/c Ratio 0.29 0.41 0.40 0.01 0.36 0.11 Control Delay (s/veh)41.2 17.5 11.3 0.2 39.7 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)41.2 17.5 11.3 0.2 39.7 0.7 Queue Length 50th (ft)26 101 38 0 21 0 Queue Length 95th (ft)99 #492 111 0 71 0 Internal Link Dist (ft)761 197 106 622 Turn Bay Length (ft)80 45 Base Capacity (vph)689 2197 1912 617 400 695 Starvation Cap Reductn 0 0 106 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.42 0.40 0.01 0.13 0.06 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Existing Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBT Lane Group Flow (vph)41 872 16 658 44 41 98 v/c Ratio 0.18 0.39 0.09 0.37 0.12 0.08 0.39 Control Delay (s/veh)63.7 6.9 43.7 22.1 25.5 13.5 31.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)63.7 7.0 43.7 22.1 25.5 13.5 31.3 Queue Length 50th (ft)17 1 6 98 13 3 31 Queue Length 95th (ft)m76 103 37 333 60 36 102 Internal Link Dist (ft)197 509 445 238 Turn Bay Length (ft)80 180 75 Base Capacity (vph)689 2183 689 1906 524 681 568 Starvation Cap Reductn 0 227 0 0 0 0 0 Spillback Cap Reductn 0 0 0 20 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.45 0.02 0.35 0.08 0.06 0.17 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Queues Existing Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 14 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph)4 931 233 494 166 294 7 v/c Ratio 0.02 0.65 0.59 0.21 0.54 0.49 0.01 Control Delay (s/veh)39.5 20.5 34.8 7.0 33.4 6.6 20.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)39.5 20.5 34.8 7.0 33.4 6.6 20.0 Queue Length 50th (ft)1 144 81 31 58 0 1 Queue Length 95th (ft)13 327 213 121 141 58 12 Internal Link Dist (ft)509 1118 372 166 Turn Bay Length (ft)100 150 90 Base Capacity (vph)605 2022 605 2470 483 765 592 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.46 0.39 0.20 0.34 0.38 0.01 Intersection Summary Queues Existing Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: PM PEAK 02 - Existing PM Dublin Downtown Hines 11:23 am 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)284 590 224 105 311 57 173 357 117 54 266 237 v/c Ratio 0.59 0.59 0.43 0.35 0.52 0.18 0.55 0.54 0.32 0.20 0.49 0.54 Control Delay (s/veh)39.0 35.1 21.7 45.6 44.6 7.6 47.8 42.7 19.6 45.2 45.8 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)39.0 35.1 21.7 45.6 44.6 7.6 47.8 42.7 19.6 45.2 45.8 11.1 Queue Length 50th (ft)170 176 67 61 97 0 110 114 22 31 83 0 Queue Length 95th (ft)337 303 170 140 180 26 231 206 85 81 155 74 Internal Link Dist (ft)1118 764 1714 758 Turn Bay Length (ft)180 100 115 80 125 80 90 120 Base Capacity (vph)691 1447 711 760 1520 686 691 1447 710 760 1520 794 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.41 0.41 0.32 0.14 0.20 0.08 0.25 0.25 0.16 0.07 0.18 0.30 Intersection Summary Queues Existing Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)98 167 227 764 217 163 203 720 915 179 516 65 v/c Ratio 0.17 0.46 0.46 0.60 0.60 0.38 0.59 0.32 0.44 0.56 0.23 0.08 Control Delay (s/veh)56.8 66.1 10.5 50.0 59.2 8.6 69.9 28.7 4.0 70.2 28.1 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)56.8 66.1 10.5 50.0 59.2 8.6 69.9 28.7 4.0 70.2 28.1 1.6 Queue Length 50th (ft)38 78 0 221 196 0 94 160 60 82 112 0 Queue Length 95th (ft)77 124 45 284 268 60 144 224 114 130 161 10 Internal Link Dist (ft)732 623 581 1238 Turn Bay Length (ft)260 290 220 290 420 280 Base Capacity (vph)644 906 884 1461 681 665 879 2234 2170 753 2197 742 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.18 0.26 0.52 0.32 0.25 0.23 0.32 0.42 0.24 0.23 0.09 Intersection Summary Queues Existing Conditions 4: Regional St & Dublin Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)231 1003 88 826 146 60 87 195 47 244 v/c Ratio 0.72 0.47 0.37 0.35 0.64 0.28 0.33 0.70 0.17 0.57 Control Delay (s/veh)58.4 26.7 50.7 27.4 61.6 49.6 10.6 60.5 44.3 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)58.4 26.7 50.7 27.4 61.6 49.6 10.6 60.5 44.3 10.8 Queue Length 50th (ft)146 167 54 108 93 38 0 124 29 0 Queue Length 95th (ft)302 356 131 225 209 90 39 262 71 71 Internal Link Dist (ft)623 644 371 1175 Turn Bay Length (ft)215 205 105 105 110 110 Base Capacity (vph)498 2100 498 2628 498 961 846 498 961 917 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.48 0.18 0.31 0.29 0.06 0.10 0.39 0.05 0.27 Intersection Summary Queues Existing Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)205 934 67 1105 67 9 55 51 87 v/c Ratio 0.74 0.28 0.49 0.41 0.33 0.04 0.17 0.31 0.31 Control Delay (s/veh)67.5 14.1 70.6 21.3 64.5 48.6 1.2 63.6 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)67.5 14.1 70.6 21.3 64.5 48.6 1.2 63.6 15.7 Queue Length 50th (ft)143 107 47 163 24 6 0 35 6 Queue Length 95th (ft)271 228 114 339 59 24 0 93 56 Internal Link Dist (ft)514 542 532 104 Turn Bay Length (ft)235 215 135 135 170 Base Capacity (vph)472 3298 314 2695 458 279 363 314 355 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.43 0.28 0.21 0.41 0.15 0.03 0.15 0.16 0.25 Intersection Summary Queues Existing Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)162 804 299 826 255 146 185 255 254 289 v/c Ratio 0.63 0.47 0.80 0.39 0.33 0.71 0.50 0.56 0.64 0.81 Control Delay (s/veh)69.2 39.3 70.1 32.9 8.3 81.3 55.4 19.7 68.6 69.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)69.2 39.3 70.1 32.9 8.3 81.3 55.4 19.7 68.6 69.5 Queue Length 50th (ft)137 200 252 187 18 126 146 51 111 231 Queue Length 95th (ft)244 334 417 323 103 238 258 156 190 395 Internal Link Dist (ft)542 1069 572 230 Turn Bay Length (ft)200 305 190 100 130 Base Capacity (vph)457 1691 588 2066 754 314 555 590 608 525 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.35 0.48 0.51 0.40 0.34 0.46 0.33 0.43 0.42 0.55 Intersection Summary Queues Existing Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)34 39 59 186 185 347 147 384 403 287 296 27 v/c Ratio 0.13 0.14 0.19 0.40 0.39 0.52 0.49 0.44 0.58 0.50 0.24 0.06 Control Delay (s/veh)39.0 39.0 7.1 27.8 27.6 6.1 41.3 29.9 7.2 37.3 27.7 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)39.0 39.0 7.1 27.8 27.6 6.1 41.3 29.9 7.2 37.3 27.7 0.3 Queue Length 50th (ft)17 20 0 81 80 0 78 100 0 78 50 0 Queue Length 95th (ft)50 55 24 161 158 64 146 150 74 127 79 0 Internal Link Dist (ft)543 429 1238 739 Turn Bay Length (ft)65 60 130 200 280 300 Base Capacity (vph)632 665 618 840 854 925 632 2473 1216 1226 3554 1050 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.06 0.10 0.22 0.22 0.38 0.23 0.16 0.33 0.23 0.08 0.03 Intersection Summary Queues Existing Conditions 12: Regional St & Amador Valley Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)103 667 293 440 189 28 131 17 42 v/c Ratio 0.37 0.57 0.61 0.25 0.55 0.06 0.26 0.04 0.09 Control Delay (s/veh)34.8 21.6 30.5 13.1 31.5 22.9 6.6 23.3 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)34.8 21.6 30.5 13.1 31.5 22.9 6.6 23.3 12.1 Queue Length 50th (ft)36 100 98 52 64 8 0 5 3 Queue Length 95th (ft)114 241 253 129 168 34 42 24 31 Internal Link Dist (ft)429 761 1175 245 Turn Bay Length (ft)105 105 100 100 35 Base Capacity (vph)931 2080 931 2221 612 841 775 617 756 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.32 0.31 0.20 0.31 0.03 0.17 0.03 0.06 Intersection Summary Queues Existing Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: SAT PEAK 03 - Existing Saturday Dublin Downtown Hines 1:50 pm 07/26/2023 Existing Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph)3 737 247 509 174 302 13 v/c Ratio 0.01 0.58 0.59 0.22 0.53 0.48 0.03 Control Delay (s/veh)36.0 19.2 31.5 7.4 29.0 6.0 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)36.0 19.2 31.5 7.4 29.0 6.0 13.5 Queue Length 50th (ft)1 100 78 32 55 0 1 Queue Length 95th (ft)11 241 219 125 142 57 14 Internal Link Dist (ft)509 1118 372 166 Turn Bay Length (ft)100 150 90 Base Capacity (vph)667 2211 667 2490 531 816 636 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.00 0.33 0.37 0.20 0.33 0.37 0.02 Intersection Summary Local Transportation Analysis │Dublin Commons August 2024 │ Final D – Internal Capture Reduction Calculations Project Name:Organization: Project Location:Performed By: Scenario Description:Date: Analysis Year:Checked By: Analysis Period:Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 1,000 Sq Ft 257 211 46 Retail 1,000 Sq Ft 376 236 140 Restaurant 1,000 Sq Ft 224 124 100 Cinema/Entertainment Screen(s)0 Residential Dwelling Unit(s)125 45 80 Hotel Room(s)0 All Other Land Uses2 0 0 982 616 366 Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office 1.00 0%0%1.00 0%0% Retail 1.00 0%0%1.00 0%0% Restaurant 1.00 0%0%1.00 0%0% Cinema/Entertainment 1.00 0%0%1.00 0%0% Residential 1.00 0%0%1.00 0%0% Hotel 1.00 0%0%1.00 0%0% All Other Land Uses2 1.00 0%0%1.00 0%0% Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 13 29 0 0 Retail 8 18 1 0 Restaurant 30 14 2 0 Cinema/Entertainment 0 0 0 0 0 Residential 2 1 16 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 982 616 366 Office 19%91% Internal Capture Percentage 27%22%37%Retail 12%19% Restaurant 51%46% External Vehicle-Trips5 714 482 232 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 7%24% External Non-Motorized Trips6 0 0 0 Hotel N/A N/A Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance) Opening Year + Phase 1 7/30/2024 NCHRP 684 Internal Trip Capture Estimation Tool Dublin Commons Kimley-Horn and Associates, Inc. City of Dublin, CA Ben Huie 0 Origin (From)Destination (To) Cinema/Entertainment Opening Year + Phase 1 AM Street Peak Hour Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only )Estimated Vehicle-Trips3 Table 2-A: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips Table 4-A: Internal Person-Trip Origin-Destination Matrix* Origin (From)Destination (To) Cinema/Entertainment Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use 0 0 0 0 6Person-Trips *Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete. 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ). Project Name: Analysis Period: Veh. Occ. Vehicle-Trips Person-Trips*Veh. Occ.Vehicle-Trips Person-Trips* Office 1.00 211 211 1.00 46 46 Retail 1.00 236 236 1.00 140 140 Restaurant 1.00 124 124 1.00 100 100 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 45 45 1.00 80 80 Hotel 1.00 0 0 1.00 0 0 Office Retail Restaurant Residential Hotel Office 13 29 0 0 Retail 41 18 20 0 Restaurant 31 14 4 3 Cinema/Entertainment 0 0 0 0 0 Residential 2 1 16 0 Hotel 0 0 0 0 Office Retail Restaurant Residential Hotel Office 76 29 0 0 Retail 8 62 1 0 Restaurant 30 19 2 0 Cinema/Entertainment 0 0 0 0 0 Residential 6 40 25 0 Hotel 6 9 7 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 40 171 211 171 0 0 Retail 28 208 236 208 0 0 Restaurant 63 61 124 61 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 3 42 45 42 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 42 4 46 4 0 0 Retail 27 113 140 113 0 0 Restaurant 46 54 100 54 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 19 61 80 61 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Dublin Commons AM Street Peak Hour 0 Table 7-A: Conversion of Vehicle-Trip Ends to Person-Trip Ends Land Use Table 7-A (D): Entering Trips Table 7-A (O): Exiting Trips Table 8-A (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From)Destination (To) Cinema/Entertainment 0 0 0 0 0 Table 8-A (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From)Destination (To) Cinema/Entertainment 0 0 0 0 1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 2Person-Trips 3Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator *Indicates computation that has been rounded to the nearest whole number. Table 9-A (D): Internal and External Trips Summary (Entering Trips) Destination Land Use Person-Trip Estimates External Trips by Mode* Table 9-A (O): Internal and External Trips Summary (Exiting Trips) Origin Land Use Person-Trip Estimates External Trips by Mode* Project Name:Organization: Project Location:Performed By: Scenario Description:Date: Analysis Year:Checked By: Analysis Period:Date: ITE LUCs1 Quantity Units Total Entering Exiting Office 1,000 Sq Ft 245 39 206 Retail 1,000 Sq Ft 1,238 621 617 Restaurant 1,000 Sq Ft 430 268 162 Cinema/Entertainment Screen(s)0 Residential Dwelling Unit(s)113 73 40 Hotel Room(s)0 All Other Land Uses2 0 0 2,026 1,001 1,025 Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized Office 1.00 0%0%1.00 0%0% Retail 1.00 0%0%1.00 0%0% Restaurant 1.00 0%0%1.00 0%0% Cinema/Entertainment 1.00 0%0%1.00 0%0% Residential 1.00 0%0%1.00 0%0% Hotel 1.00 0%0%1.00 0%0% All Other Land Uses2 1.00 0%0%1.00 0%0% Office Retail Restaurant Residential Hotel Office Retail Restaurant Cinema/Entertainment Residential Hotel Office Retail Restaurant Residential Hotel Office 41 5 3 0 Retail 12 78 34 0 Restaurant 5 66 12 0 Cinema/Entertainment 0 0 0 0 0 Residential 2 17 8 0 Hotel 0 0 0 0 Total Entering Exiting Land Use Entering Trips Exiting Trips All Person-Trips 2,026 1,001 1,025 Office 49%24% Internal Capture Percentage 28%28%28%Retail 20%20% Restaurant 34%51% External Vehicle-Trips5 1,460 718 742 Cinema/Entertainment N/A N/A External Transit-Trips6 0 0 0 Residential 67%68% External Non-Motorized Trips6 0 0 0 Hotel N/A N/A Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance) Opening Year + Phase 1 7/30/2024 NCHRP 684 Internal Trip Capture Estimation Tool Dublin Commons Kimley-Horn and Associates, Inc. City of Dublin, CA Ben Huie 0 Origin (From)Destination (To) Cinema/Entertainment Opening Year + Phase 1 PM Street Peak Hour Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate) Land Use Development Data (For Information Only )Estimated Vehicle-Trips3 Table 2-P: Mode Split and Vehicle Occupancy Estimates Land Use Entering Trips Exiting Trips Table 4-P: Internal Person-Trip Origin-Destination Matrix* Origin (From)Destination (To) Cinema/Entertainment Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use 0 0 0 0 6Person-Trips *Indicates computation that has been rounded to the nearest whole number. Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1 1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers. 2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator. 4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be 5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P. 3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ). Project Name: Analysis Period: Veh. Occ.Vehicle-Trips Person-Trips*Veh. Occ.Vehicle-Trips Person-Trips* Office 1.00 39 39 1.00 206 206 Retail 1.00 621 621 1.00 617 617 Restaurant 1.00 268 268 1.00 162 162 Cinema/Entertainment 1.00 0 0 1.00 0 0 Residential 1.00 73 73 1.00 40 40 Hotel 1.00 0 0 1.00 0 0 Office Retail Restaurant Residential Hotel Office 41 8 4 0 Retail 12 179 160 31 Restaurant 5 66 29 11 Cinema/Entertainment 0 0 0 0 0 Residential 2 17 8 1 Hotel 0 0 0 0 Office Retail Restaurant Residential Hotel Office 50 5 3 0 Retail 12 78 34 0 Restaurant 12 311 12 0 Cinema/Entertainment 2 25 8 3 0 Residential 22 62 38 0 Hotel 0 12 13 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 19 20 39 20 0 0 Retail 124 497 621 497 0 0 Restaurant 91 177 268 177 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 49 24 73 24 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 49 157 206 157 0 0 Retail 124 493 617 493 0 0 Restaurant 83 79 162 79 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 27 13 40 13 0 0 Hotel 0 0 0 0 0 0 All Other Land Uses3 0 0 0 0 0 0 Table 8-P (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Dublin Commons PM Street Peak Hour Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends Land Use Table 7-P (D): Entering Trips Table 7-P (O): Exiting Trips Origin (From)Destination (To) Cinema/Entertainment Origin (From)Destination (To) Cinema/Entertainment 0 25 13 0 0 Table 8-P (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Table 9-P (O): Internal and External Trips Summary (Exiting Trips) 0 0 0 0 0 Table 9-P (D): Internal and External Trips Summary (Entering Trips) Destination Land Use Person-Trip Estimates External Trips by Mode* *Indicates computation that has been rounded to the nearest whole number. Origin Land Use Person-Trip Estimates External Trips by Mode* 1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P 2Person-Trips 3Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator Local Transportation Analysis │Dublin Commons August 2024 │ Final E – Opening Year Traffic Conditions HCM 6th Signalized Intersection Summary Opening Year Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)202 189 277 598 206 104 311 519 615 175 583 216 Future Volume (veh/h)202 189 277 598 206 104 311 519 615 175 583 216 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.98 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 213 199 292 629 217 109 327 546 647 184 614 227 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 345 511 394 718 350 290 391 1614 1273 238 1388 428 Arrive On Green 0.10 0.14 0.14 0.05 0.06 0.06 0.11 0.30 0.30 0.07 0.26 0.26 Sat Flow, veh/h 3594 3696 2851 5224 1945 1612 3594 5310 2877 3594 5310 1639 Grp Volume(v), veh/h 213 199 292 629 217 109 327 546 647 184 614 227 Grp Sat Flow(s),veh/h/ln 1797 1848 1425 1741 1945 1612 1797 1770 1439 1797 1770 1639 Q Serve(g_s), s 8.0 6.9 13.8 16.8 15.3 5.3 12.5 11.2 22.7 7.1 13.5 8.1 Cycle Q Clear(g_c), s 8.0 6.9 13.8 16.8 15.3 5.3 12.5 11.2 22.7 7.1 13.5 8.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 345 511 394 718 350 290 391 1614 1273 238 1388 428 V/C Ratio(X)0.62 0.39 0.74 0.88 0.62 0.38 0.84 0.34 0.51 0.77 0.44 0.53 Avail Cap(c_a), veh/h 385 1056 815 746 625 518 590 1730 1336 359 1388 428 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 60.8 54.9 57.9 65.6 61.2 19.5 61.2 37.8 28.2 64.3 43.2 10.5 Incr Delay (d2), s/veh 2.5 0.7 3.9 10.7 2.4 1.1 6.5 0.2 0.4 5.3 0.9 4.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 3.2 5.1 8.6 8.2 3.8 6.0 4.8 7.8 3.4 6.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 63.3 55.6 61.8 76.3 63.5 20.5 67.7 38.0 28.6 69.6 44.1 14.8 LnGrp LOS E E E E E C E D C E D B Approach Vol, veh/h 704 955 1520 1025 Approach Delay, s/veh 60.5 67.0 40.4 42.2 Approach LOS E E D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 24.2 24.4 14.3 47.9 18.4 30.2 20.2 42.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.4 5.0 5.0 5.0 5.4 Max Green Setting (Gmax), s 20.0 40.0 14.0 45.6 15.0 45.0 23.0 36.6 Max Q Clear Time (g_c+I1), s 18.8 15.8 9.1 24.7 10.0 17.3 14.5 15.5 Green Ext Time (p_c), s 0.5 3.6 0.2 9.1 0.3 2.4 0.7 6.7 Intersection Summary HCM 6th Ctrl Delay, s/veh 50.3 HCM 6th LOS D Notes User approved changes to right turn type. HCM 6th Signalized Intersection Summary Opening Year Conditions 4: Regional St & Dublin Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 116 703 64 74 584 55 197 20 79 47 22 94 Future Volume (veh/h) 116 703 64 74 584 55 197 20 79 47 22 94 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 125 756 69 80 628 59 212 22 85 51 24 101 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 146 1870 170 140 2370 218 197 309 261 66 171 144 Arrive On Green 0.08 0.39 0.39 0.03 0.13 0.13 0.11 0.17 0.17 0.04 0.09 0.09 Sat Flow, veh/h 1781 4759 432 1781 6032 556 1781 1870 1575 1781 1870 1575 Grp Volume(v), veh/h 125 539 286 80 500 187 212 22 85 51 24 101 Grp Sat Flow(s),veh/h/ln1781 1702 1787 1781 1609 1763 1781 1870 1575 1781 1870 1575 Q Serve(g_s), s 9.7 16.0 16.2 6.2 13.1 13.4 15.5 1.4 4.0 4.0 1.7 8.7 Cycle Q Clear(g_c), s 9.7 16.0 16.2 6.2 13.1 13.4 15.5 1.4 4.0 4.0 1.7 8.7 Prop In Lane 1.00 0.24 1.00 0.32 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 146 1337 702 140 1896 692 197 309 261 66 171 144 V/C Ratio(X)0.85 0.40 0.41 0.57 0.26 0.27 1.07 0.07 0.33 0.77 0.14 0.70 Avail Cap(c_a), veh/h 146 1337 702 146 1896 692 197 538 454 184 525 442 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.93 0.93 0.93 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh63.4 30.7 30.7 65.9 42.7 42.8 62.2 49.3 18.3 66.8 58.5 61.7 Incr Delay (d2), s/veh 32.7 0.8 1.6 2.8 0.3 1.0 85.4 0.1 0.9 6.6 0.4 6.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.7 6.7 7.3 3.0 5.7 6.5 11.7 0.7 2.7 1.9 0.8 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 96.2 31.5 32.3 68.7 43.0 43.8 147.7 49.4 19.2 73.4 58.9 68.4 LnGrp LOS F C C E D D F D B E E E Approach Vol, veh/h 950 767 319 176 Approach Delay, s/veh 40.3 45.9 106.7 68.6 Approach LOS D D F E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s16.0 60.0 20.0 17.5 16.0 60.0 9.7 27.9 Change Period (Y+Rc), s 5.0 * 5 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s11.5 * 55 15.5 39.3 11.5 55.0 14.5 40.3 Max Q Clear Time (g_c+I1), s8.2 18.2 17.5 10.7 11.7 15.4 6.0 6.0 Green Ext Time (p_c), s 0.0 8.9 0.0 0.5 0.0 7.3 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay, s/veh 54.0 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC Opening Year Conditions 5: Dublin Blvd & Spruce Street Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 765 26 35 680 4 0 0 20 0 0 3 Future Vol, veh/h 0 765 26 35 680 4 0 0 20 0 0 3 Conflicting Peds, #/hr 10 0 3 3 0 10 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ---100 ----0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 841 29 38 747 4 0 0 22 0 0 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 873 0 0 --438 --386 Stage 1 ------------ Stage 2 ------------ Critical Hdwy ---5.34 ----7.14 --7.14 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy ---3.12 ----3.92 --3.92 Pot Cap-1 Maneuver 0 --451 --0 0 484 0 0 523 Stage 1 0 -----0 0 -0 0 - Stage 2 0 -----0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver ---450 ----483 --518 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 0 0.7 12.8 12 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)483 --450 --518 HCM Lane V/C Ratio 0.046 --0.085 --0.006 HCM Control Delay (s/veh)12.8 --13.7 --12 HCM Lane LOS B --B --B HCM 95th %tile Q (veh)0.1 --0.3 --0 HCM 6th Signalized Intersection Summary Opening Year Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)49 563 175 75 593 21 109 6 126 11 10 17 Future Volume (veh/h)49 563 175 75 593 21 109 6 126 11 10 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 1.00 1.00 0.96 1.00 0.90 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 52 599 186 80 631 22 116 6 134 12 11 18 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 67 1516 459 99 2082 72 164 288 234 47 79 129 Arrive On Green 0.04 0.39 0.39 0.11 0.82 0.82 0.05 0.15 0.15 0.03 0.13 0.13 Sat Flow, veh/h 1781 3858 1168 1781 5066 176 3456 1870 1523 1781 595 974 Grp Volume(v), veh/h 52 527 258 80 423 230 116 6 134 12 0 29 Grp Sat Flow(s),veh/h/ln 1781 1702 1622 1781 1702 1838 1728 1870 1523 1781 0 1569 Q Serve(g_s), s 4.1 15.6 16.1 6.1 4.1 4.2 4.6 0.4 11.4 0.9 0.0 2.3 Cycle Q Clear(g_c), s 4.1 15.6 16.1 6.1 4.1 4.2 4.6 0.4 11.4 0.9 0.0 2.3 Prop In Lane 1.00 0.72 1.00 0.10 1.00 1.00 1.00 0.62 Lane Grp Cap(c), veh/h 67 1337 637 99 1399 755 164 288 234 47 0 208 V/C Ratio(X)0.78 0.39 0.41 0.80 0.30 0.30 0.71 0.02 0.57 0.25 0.00 0.14 Avail Cap(c_a), veh/h 197 1337 637 197 1399 755 333 498 406 172 0 418 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 66.8 30.5 30.7 61.4 7.7 7.7 65.7 50.3 55.0 66.8 0.0 53.6 Incr Delay (d2), s/veh 6.9 0.9 1.9 5.5 0.5 1.0 2.1 0.0 0.8 1.0 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 6.5 6.6 2.8 1.4 1.6 2.1 0.2 4.5 0.4 0.0 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 73.7 31.4 32.6 66.9 8.2 8.7 67.8 50.3 55.8 67.8 0.0 53.7 LnGrp LOS E C C E A A E D E E D Approach Vol, veh/h 837 733 256 41 Approach Delay, s/veh 34.4 14.8 61.1 57.9 Approach LOS C B E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.3 60.0 11.2 23.3 9.8 62.5 8.2 26.2 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s 15.5 55.0 13.5 37.3 15.5 55.0 13.5 37.3 Max Q Clear Time (g_c+I1), s 8.1 18.1 6.6 4.3 6.1 6.2 2.9 13.4 Green Ext Time (p_c), s 0.0 8.5 0.1 0.1 0.0 6.9 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay, s/veh 30.9 HCM 6th LOS C HCM 6th Signalized Intersection Summary Opening Year Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 559 66 271 596 186 70 90 268 83 130 28 Future Volume (veh/h) 75 559 66 271 596 186 70 90 268 83 130 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 83 621 73 301 662 207 78 100 298 92 144 31 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 124 1319 153 322 2006 601 98 394 331 139 366 303 Arrive On Green 0.07 0.29 0.29 0.36 0.79 0.79 0.06 0.21 0.21 0.04 0.20 0.20 Sat Flow, veh/h 1781 4616 535 1781 5106 1531 1781 1870 1571 3456 1870 1546 Grp Volume(v), veh/h 83 456 238 301 662 207 78 100 298 92 144 31 Grp Sat Flow(s),veh/h/ln1781 1702 1748 1781 1702 1531 1781 1870 1571 1728 1870 1546 Q Serve(g_s), s 6.4 15.5 15.8 22.8 5.3 3.2 6.1 6.2 25.9 3.7 9.4 1.5 Cycle Q Clear(g_c), s 6.4 15.5 15.8 22.8 5.3 3.2 6.1 6.2 25.9 3.7 9.4 1.5 Prop In Lane 1.00 0.31 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 124 973 499 322 2006 601 98 394 331 139 366 303 V/C Ratio(X)0.67 0.47 0.48 0.94 0.33 0.34 0.80 0.25 0.90 0.66 0.39 0.10 Avail Cap(c_a), veh/h 197 973 499 388 2006 601 172 500 420 333 498 412 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.97 0.97 0.97 0.82 0.82 0.82 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh63.5 41.2 41.4 43.9 9.7 3.2 65.4 46.1 53.9 66.2 49.1 19.0 Incr Delay (d2), s/veh 5.8 1.6 3.1 23.8 0.4 1.3 5.1 0.3 17.9 5.3 0.7 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.1 6.7 7.2 10.6 1.7 1.8 2.9 3.0 12.0 1.7 4.5 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 69.4 42.8 44.5 67.7 10.0 4.5 70.4 46.4 71.8 71.5 49.8 19.1 LnGrp LOS E D D E B A E D E E D B Approach Vol, veh/h 777 1170 476 267 Approach Delay, s/veh 46.2 23.9 66.2 53.7 Approach LOS D C E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s29.8 45.0 12.2 32.1 14.8 60.0 10.1 34.2 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 5.0 * 5 4.5 * 4.7 Max Green Setting (Gmax), s30.5 40.0 13.5 37.3 15.5 * 55 13.5 * 37 Max Q Clear Time (g_c+I1), s24.8 17.8 8.1 11.4 8.4 7.3 5.7 27.9 Green Ext Time (p_c), s 0.5 6.2 0.0 0.9 0.1 9.1 0.1 1.2 Intersection Summary HCM 6th Ctrl Delay, s/veh 40.8 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Opening Year Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 31 35 392 27 211 76 325 441 316 517 21 Future Volume (veh/h) 24 31 35 392 27 211 76 325 441 316 517 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 29 37 42 496 0 0 92 392 531 381 623 0 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 181 190 151 704 0 175 1424 626 467 2234 Arrive On Green 0.10 0.10 0.10 0.19 0.00 0.00 0.09 0.39 0.39 0.13 0.42 0.00 Sat Flow, veh/h 1853 1945 1553 3705 0 1648 1853 3696 1625 3594 5310 1648 Grp Volume(v), veh/h 29 37 42 496 0 0 92 392 531 381 623 0 Grp Sat Flow(s),veh/h/ln1853 1945 1553 1853 0 1648 1853 1848 1625 1797 1770 1648 Q Serve(g_s), s 1.4 1.7 2.4 12.1 0.0 0.0 4.6 7.1 28.9 10.0 7.5 0.0 Cycle Q Clear(g_c), s 1.4 1.7 2.4 12.1 0.0 0.0 4.6 7.1 28.9 10.0 7.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 181 190 151 704 0 175 1424 626 467 2234 V/C Ratio(X)0.16 0.19 0.28 0.70 0.00 0.53 0.28 0.85 0.82 0.28 Avail Cap(c_a), veh/h 478 502 401 1338 0 478 1907 838 927 2740 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh40.1 40.2 40.6 36.7 0.0 0.0 41.8 20.5 27.2 41.0 18.4 0.0 Incr Delay (d2), s/veh 0.2 0.2 0.4 0.5 0.0 0.0 0.9 0.1 7.2 1.3 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 0.8 0.9 5.5 0.0 0.0 2.1 2.9 11.7 4.4 2.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 40.2 40.4 40.9 37.2 0.0 0.0 42.7 20.6 34.3 42.4 18.5 0.0 LnGrp LOS D D D D D C C D B Approach Vol, veh/h 108 496 1015 1004 Approach Delay, s/veh 40.6 37.2 29.8 27.6 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s17.1 42.6 23.1 13.7 46.1 14.1 Change Period (Y+Rc), s 4.5 5.3 4.7 4.5 5.3 4.6 Max Green Setting (Gmax), s25.0 50.0 35.0 25.0 50.0 25.0 Max Q Clear Time (g_c+I1), s12.0 30.9 14.1 6.6 9.5 4.4 Green Ext Time (p_c), s 0.6 6.4 0.9 0.1 6.5 0.2 Intersection Summary HCM 6th Ctrl Delay, s/veh 30.8 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Opening Year Conditions 12: Regional St & Amador Valley Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 668 64 126 548 4 68 10 54 9 5 12 Future Volume (veh/h) 43 668 64 126 548 4 68 10 54 9 5 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 51 786 75 148 645 5 80 12 64 11 6 14 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 135 1505 144 252 1903 15 376 272 230 374 72 169 Arrive On Green 0.07 0.44 0.44 0.14 0.51 0.50 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1853 3397 324 1853 3758 29 1445 1945 1645 1374 517 1207 Grp Volume(v), veh/h 51 427 434 148 317 333 80 12 64 11 0 20 Grp Sat Flow(s),veh/h/ln1853 1848 1873 1853 1848 1940 1445 1945 1645 1374 0 1725 Q Serve(g_s), s 1.0 6.4 6.4 2.9 3.9 3.9 1.9 0.2 1.3 0.3 0.0 0.4 Cycle Q Clear(g_c), s 1.0 6.4 6.4 2.9 3.9 3.9 2.3 0.2 1.3 0.5 0.0 0.4 Prop In Lane 1.00 0.17 1.00 0.02 1.00 1.00 1.00 0.70 Lane Grp Cap(c), veh/h 135 819 830 252 936 982 376 272 230 374 0 241 V/C Ratio(X)0.38 0.52 0.52 0.59 0.34 0.34 0.21 0.04 0.28 0.03 0.00 0.08 Avail Cap(c_a), veh/h 1515 1754 1777 1515 1754 1841 1166 1335 1129 1124 0 1183 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh16.8 7.7 7.7 15.4 5.6 5.6 15.3 14.2 14.6 14.4 0.0 14.3 Incr Delay (d2), s/veh 0.7 0.7 0.7 0.8 0.3 0.3 0.1 0.0 0.2 0.0 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 1.8 1.9 1.1 1.0 1.0 0.5 0.1 0.4 0.1 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 17.5 8.4 8.4 16.2 5.9 5.9 15.4 14.2 14.9 14.4 0.0 14.3 LnGrp LOS B A A B A A B B B B B Approach Vol, veh/h 912 798 156 31 Approach Delay, s/veh 8.9 7.8 15.1 14.3 Approach LOS A A B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.2 23.2 8.7 8.6 20.8 8.7 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Setting (Gmax), s30.0 35.0 25.0 30.0 35.0 25.0 Max Q Clear Time (g_c+I1), s3.0 5.9 4.3 4.9 8.4 2.5 Green Ext Time (p_c), s 0.1 4.4 0.3 0.3 6.2 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 9.0 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Opening Year Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)3 654 75 209 634 1 73 4 201 4 2 8 Future Volume (veh/h)3 654 75 209 634 1 73 4 201 4 2 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 0.98 0.98 0.99 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 4 788 90 252 764 1 88 5 242 5 2 10 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 47 1309 149 353 2117 3 420 21 339 146 78 193 Arrive On Green 0.03 0.39 0.39 0.19 0.56 0.56 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1853 3323 379 1853 3787 5 1366 98 1613 270 371 917 Grp Volume(v), veh/h 4 438 440 252 373 392 93 0 242 17 0 0 Grp Sat Flow(s),veh/h/ln1853 1848 1855 1853 1848 1944 1464 0 1613 1559 0 0 Q Serve(g_s), s 0.1 9.9 9.9 6.7 5.9 5.9 2.3 0.0 7.3 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.1 9.9 9.9 6.7 5.9 5.9 2.7 0.0 7.3 0.4 0.0 0.0 Prop In Lane 1.00 0.20 1.00 0.00 0.95 1.00 0.29 0.59 Lane Grp Cap(c), veh/h 47 728 731 353 1033 1087 441 0 339 416 0 0 V/C Ratio(X)0.09 0.60 0.60 0.71 0.36 0.36 0.21 0.00 0.71 0.04 0.00 0.00 Avail Cap(c_a), veh/h 745 1271 1276 745 1271 1337 719 0 648 697 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh25.0 12.6 12.6 19.9 6.4 6.4 17.4 0.0 19.3 16.6 0.0 0.0 Incr Delay (d2), s/veh 0.3 1.1 1.1 1.0 0.3 0.3 0.1 0.0 1.1 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 3.7 3.7 2.7 1.7 1.8 0.9 0.0 2.6 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 25.3 13.8 13.8 20.9 6.7 6.7 17.5 0.0 20.3 16.6 0.0 0.0 LnGrp LOS C B B C A A B C B Approach Vol, veh/h 882 1017 335 17 Approach Delay, s/veh 13.8 10.2 19.5 16.6 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s13.4 24.6 14.5 4.7 33.2 14.5 Change Period (Y+Rc), s 4.5 5.0 4.6 4.5 5.0 4.6 Max Green Setting (Gmax), s20.0 35.0 20.0 20.0 35.0 20.0 Max Q Clear Time (g_c+I1), s8.7 11.9 2.4 2.1 7.9 9.3 Green Ext Time (p_c), s 0.4 6.2 0.0 0.0 5.3 0.7 Intersection Summary HCM 6th Ctrl Delay, s/veh 13.1 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Opening Year Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 423 316 108 110 343 106 74 630 85 109 549 439 Future Volume (veh/h) 423 316 108 110 343 106 74 630 85 109 549 439 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 542 405 0 141 440 0 95 808 109 140 704 0 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 879 461 282 563 449 943 389 416 829 Arrive On Green 0.24 0.24 0.00 0.15 0.15 0.00 0.24 0.24 0.24 0.22 0.22 0.00 Sat Flow, veh/h 3705 1945 1648 1853 3696 1648 1853 3890 1603 1853 3696 1648 Grp Volume(v), veh/h 542 405 0 141 440 0 95 808 109 140 704 0 Grp Sat Flow(s),veh/h/ln1853 1945 1648 1853 1848 1648 1853 1945 1603 1853 1848 1648 Q Serve(g_s), s 18.7 28.8 0.0 10.0 16.4 0.0 5.9 28.5 7.9 9.1 26.2 0.0 Cycle Q Clear(g_c), s 18.7 28.8 0.0 10.0 16.4 0.0 5.9 28.5 7.9 9.1 26.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 879 461 282 563 449 943 389 416 829 V/C Ratio(X)0.62 0.88 0.50 0.78 0.21 0.86 0.28 0.34 0.85 Avail Cap(c_a), veh/h 1034 543 517 1031 517 1086 447 517 1031 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh48.8 52.7 0.0 55.7 58.5 0.0 43.4 51.9 44.1 46.6 53.3 0.0 Incr Delay (d2), s/veh 0.8 13.5 0.0 1.4 2.4 0.0 0.2 6.2 0.4 0.5 5.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.8 15.8 0.0 4.8 7.9 0.0 2.8 14.7 3.2 4.3 12.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 49.7 66.2 0.0 57.1 60.9 0.0 43.6 58.1 44.5 47.1 58.9 0.0 LnGrp LOS D E E E D E D D E Approach Vol, veh/h 947 581 1012 844 Approach Delay, s/veh 56.7 60.0 55.3 57.0 Approach LOS E E E E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 27.1 39.8 39.3 37.1 Change Period (Y+Rc), s 5.3 5.0 5.3 5.0 Max Green Setting (Gmax), s 40.0 40.0 40.0 40.0 Max Q Clear Time (g_c+I1), s 18.4 30.5 30.8 28.2 Green Ext Time (p_c), s 3.3 4.3 3.2 4.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 56.9 HCM 6th LOS E Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th AWSC Opening Year Conditions 27: Golden Gate Dr & St Patrick Way Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Intersection Intersection Delay, s/veh11.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 119 65 9 145 38 23 6 111 38 50 120 55 Future Vol, veh/h 119 65 9 145 38 23 6 111 38 50 120 55 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 132 72 10 161 42 26 7 123 42 56 133 61 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 1 2 2 HCM Control Delay, s/veh 11 11.4 10.4 13.5 HCM LOS B B B B Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %5%0% 100%0% 100%0% 22% Vol Thru, %95%0%0% 88%0% 62% 53% Vol Right, %0% 100%0% 12%0% 38% 24% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 117 38 119 74 145 61 225 LT Vol 6 0 119 0 145 0 50 Through Vol 111 0 0 65 0 38 120 RT Vol 0 38 0 9 0 23 55 Lane Flow Rate 130 42 132 82 161 68 250 Geometry Grp 5 5 5 5 5 5 4b Degree of Util (X)0.228 0.066 0.247 0.14 0.3 0.111 0.421 Departure Headway (Hd)6.325 5.589 6.718 6.124 6.693 5.917 6.069 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 567 639 534 585 536 605 593 Service Time 4.077 3.341 4.469 3.874 4.442 3.666 4.116 HCM Lane V/C Ratio 0.229 0.066 0.247 0.14 0.3 0.112 0.422 HCM Control Delay, s/veh 11 8.7 11.7 9.9 12.3 9.4 13.5 HCM Lane LOS B A B A B A B HCM 95th-tile Q 0.9 0.2 1 0.5 1.3 0.4 2.1 HCM Signalized Intersection Capacity Analysis Opening Year Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)441 0 505 0 0 0 0 428 247 0 1389 466 Future Volume (vph)441 0 505 0 0 0 0 428 247 0 1389 466 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 1636 3657 1636 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 1636 3657 1636 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)464 0 532 0 0 0 0 451 260 0 1462 491 RTOR Reduction (vph)0 0 63 0 0 0 0 0 44 0 0 0 Lane Group Flow (vph)464 0 469 0 0 0 0 451 216 0 1462 491 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr)2 Turn Type Prot Prot NA custom NA custom Protected Phases 8 8 2 2 8 6 6 8 Permitted Phases 2 6 Actuated Green, G (s)18.2 18.2 31.4 55.3 38.3 66.7 Effective Green, g (s)18.2 18.2 31.4 55.3 38.3 62.2 Actuated g/C Ratio 0.27 0.27 0.47 0.83 0.57 0.93 Clearance Time (s)4.5 4.5 5.7 5.7 Vehicle Extension (s)2.5 2.5 2.5 2.5 Lane Grp Cap (vph)967 785 2473 1356 2099 1525 v/s Ratio Prot 0.13 c0.16 0.09 0.13 c0.40 0.30 v/s Ratio Perm v/c Ratio 0.47 0.59 0.18 0.15 0.69 0.32 Uniform Delay, d1 20.2 21.0 10.2 1.1 10.0 0.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 1.0 0.0 0.0 0.9 0.0 Delay (s)20.5 22.0 10.2 1.1 11.0 0.3 Level of Service C C B A B A Approach Delay (s/veh)21.3 0.0 6.9 8.3 Approach LOS C A A A Intersection Summary HCM 2000 Control Delay (s/veh)11.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s)66.7 Sum of lost time (s)13.2 Intersection Capacity Utilization 64.6%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)956 691 754 0 0 899 Future Volume (vph)956 691 754 0 0 899 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 3657 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 3657 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)1039 751 820 0 0 977 RTOR Reduction (vph)0 41 0 0 0 0 Lane Group Flow (vph)1039 710 820 0 0 977 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr)2 Turn Type Prot custom NA NA Protected Phases 8 1 8 2 6 Permitted Phases Actuated Green, G (s)27.4 37.8 17.5 27.9 Effective Green, g (s)27.4 37.8 17.5 27.9 Actuated g/C Ratio 0.42 0.58 0.27 0.43 Clearance Time (s)4.5 5.7 5.7 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)1483 1662 1404 1557 v/s Ratio Prot c0.29 0.25 0.16 c0.27 v/s Ratio Perm v/c Ratio 0.70 0.42 0.58 0.62 Uniform Delay, d1 15.6 7.7 20.8 14.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.0 0.6 0.7 Delay (s)17.1 7.8 21.4 15.5 Level of Service B A C B Approach Delay (s/veh)13.2 21.4 15.5 Approach LOS B C B Intersection Summary HCM 2000 Control Delay (s/veh)15.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s)65.5 Sum of lost time (s)14.7 Intersection Capacity Utilization 81.1%ICU Level of Service D Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year Conditions 8: Village Parkway & Dublin Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)168 561 197 128 824 694 22 7 1 501 86 162 Future Volume (vph)168 561 197 128 824 694 22 7 1 501 86 162 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 5.0 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 0.97 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)3547 3481 1829 5255 1636 1829 3590 3547 1925 1613 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm)3547 3481 1829 5255 1636 1829 3590 3547 1925 1613 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)189 630 221 144 926 780 25 8 1 563 97 182 RTOR Reduction (vph)0 18 0 0 0 335 0 1 0 0 0 151 Lane Group Flow (vph)189 833 0 144 926 445 25 8 0 563 97 31 Confl. Peds. (#/hr)6 5 5 6 2 3 3 2 Turn Type Prot NA Prot NA custom Prot NA Prot NA Perm Protected Phases 5 2 1 6 9 6 3 8 7 4 Permitted Phases 6 4 Actuated Green, G (s)12.6 69.0 23.5 40.0 79.9 4.5 8.0 20.5 24.0 24.0 Effective Green, g (s)12.6 69.0 23.5 40.0 79.9 4.5 8.0 20.5 24.0 24.0 Actuated g/C Ratio 0.09 0.49 0.17 0.29 0.57 0.03 0.06 0.15 0.17 0.17 Clearance Time (s)4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 5.0 Vehicle Extension (s)3.0 4.0 3.0 4.0 2.0 2.0 5.0 4.0 4.0 Lane Grp Cap (vph)319 1715 307 1501 933 58 205 519 330 276 v/s Ratio Prot c0.05 c0.24 0.08 c0.18 0.27 0.01 0.00 c0.16 c0.05 v/s Ratio Perm 0.02 v/c Ratio 0.59 0.48 0.46 0.61 0.47 0.43 0.03 1.08 0.29 0.11 Uniform Delay, d1 61.2 23.6 52.6 43.3 17.7 66.4 62.3 59.7 50.6 49.0 Progression Factor 0.81 1.25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.8 0.9 1.1 1.9 1.7 1.8 0.0 64.4 0.6 0.2 Delay (s)52.4 30.6 53.7 45.2 19.4 68.3 62.3 124.1 51.2 49.2 Level of Service D C D D B E E F D D Approach Delay (s/veh)34.5 35.0 66.7 99.5 Approach LOS C D E F Intersection Summary HCM 2000 Control Delay (s/veh)49.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s)140.0 Sum of lost time (s)24.0 Intersection Capacity Utilization 67.7%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)83 565 477 373 1092 315 735 697 410 328 1311 99 Future Volume (vph)83 565 477 373 1092 315 735 697 410 328 1311 99 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)5.0 6.0 6.0 5.0 5.5 4.0 5.0 5.5 5.5 5.0 5.5 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6545 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6545 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)88 601 507 397 1162 335 782 741 436 349 1395 105 RTOR Reduction (vph)0 0 26 0 0 211 0 0 69 0 8 0 Lane Group Flow (vph)88 601 481 397 1162 124 782 741 367 349 1492 0 Confl. Peds. (#/hr)11 1 1 11 2 2 Confl. Bikes (#/hr)1 Turn Type Prot NA pt+ov Prot NA custom Prot NA pt+ov Prot NA Protected Phases 5 2 2 3 1 6 9 6 3 8 8 1 7 4 Permitted Phases 6 Actuated Green, G (s)9.3 49.8 77.8 14.3 46.1 55.3 22.0 46.3 66.1 18.1 42.4 Effective Green, g (s)9.3 49.8 77.8 14.3 46.1 55.3 22.0 46.3 66.1 18.1 42.4 Actuated g/C Ratio 0.06 0.33 0.52 0.10 0.31 0.37 0.15 0.31 0.44 0.12 0.28 Clearance Time (s)5.0 6.0 5.0 5.5 5.0 5.5 5.0 5.5 Vehicle Extension (s)3.0 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Lane Grp Cap (vph)219 1744 1493 491 1615 603 756 1622 1269 428 1850 v/s Ratio Prot 0.02 0.11 0.17 c0.08 c0.22 c0.08 c0.15 c0.14 0.13 0.10 c0.23 v/s Ratio Perm v/c Ratio 0.40 0.34 0.32 0.80 0.71 0.20 1.03 0.45 0.28 0.81 0.80 Uniform Delay, d1 67.6 37.7 20.8 66.5 46.2 32.3 63.9 41.7 26.8 64.3 49.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.2 0.5 0.1 9.4 2.7 0.0 41.9 0.3 0.2 11.3 2.9 Delay (s)68.8 38.3 20.9 75.9 48.9 32.3 105.9 42.0 27.1 75.6 52.9 Level of Service E D C E D C F D C E D Approach Delay (s/veh)33.2 51.7 64.2 57.2 Approach LOS C D E E Intersection Summary HCM 2000 Control Delay (s/veh)53.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s)150.0 Sum of lost time (s)25.0 Intersection Capacity Utilization 93.1%ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year Conditions 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)44 73 40 64 82 284 11 98 34 218 109 49 Future Volume (vph)44 73 40 64 82 284 11 98 34 218 109 49 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.99 Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 0.85 1.00 0.96 1.00 0.96 Flt Protected 0.95 1.00 0.97 1.00 0.95 1.00 0.95 0.99 Satd. Flow (prot)1827 1823 1883 1615 1829 1845 1737 1733 Flt Permitted 0.65 1.00 0.83 1.00 0.95 1.00 0.95 0.99 Satd. Flow (perm)1262 1823 1604 1615 1829 1845 1737 1733 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)48 79 43 70 89 309 12 107 37 237 118 53 RTOR Reduction (vph)0 11 0 0 0 201 0 8 0 0 8 0 Lane Group Flow (vph)48 111 0 0 159 108 12 136 0 204 196 0 Confl. Peds. (#/hr)1 1 2 1 1 2 Turn Type Perm NA Perm NA Perm Split NA Split NA Protected Phases 2 6 8 8 7 7 Permitted Phases 2 6 6 Actuated Green, G (s)21.4 21.4 21.4 21.4 12.1 12.1 13.8 13.8 Effective Green, g (s)21.4 21.4 21.4 21.4 12.1 12.1 13.8 13.8 Actuated g/C Ratio 0.35 0.35 0.35 0.35 0.20 0.20 0.22 0.22 Clearance Time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Vehicle Extension (s)2.0 2.0 4.0 4.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph)439 635 559 562 360 363 390 389 v/s Ratio Prot 0.06 0.01 c0.07 c0.12 0.11 v/s Ratio Perm 0.04 c0.10 0.07 v/c Ratio 0.10 0.17 0.28 0.19 0.03 0.37 0.52 0.50 Uniform Delay, d1 13.5 13.8 14.4 13.9 19.9 21.3 20.9 20.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 0.3 0.2 0.0 0.2 0.5 0.3 Delay (s)13.5 13.9 14.8 14.1 19.9 21.6 21.4 21.1 Level of Service B B B B B C C C Approach Delay (s/veh)13.8 14.4 21.4 21.3 Approach LOS B B C C Intersection Summary HCM 2000 Control Delay (s/veh)17.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.40 Actuated Cycle Length (s)61.4 Sum of lost time (s)17.1 Intersection Capacity Utilization 45.1%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)74 645 7 0 646 32 3 0 2 47 0 62 Future Volume (vph)74 645 7 0 646 32 3 0 2 47 0 62 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.9 4.6 4.6 3.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 0.99 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 Frt 1.00 0.99 0.99 0.95 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.96 0.95 1.00 Satd. Flow (prot)1829 3651 3624 1771 1827 1636 Flt Permitted 0.95 1.00 1.00 0.90 0.75 1.00 Satd. Flow (perm)1829 3651 3624 1653 1450 1636 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph)88 768 8 0 769 38 4 0 2 56 0 74 RTOR Reduction (vph)0 1 0 0 2 0 0 5 0 0 0 62 Lane Group Flow (vph)88 775 0 0 805 0 0 1 0 0 56 12 Confl. Peds. (#/hr)14 1 1 14 1 1 Turn Type Prot NA NA Perm NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s)7.2 37.9 33.0 20.0 12.9 12.9 Effective Green, g (s)8.3 39.0 34.1 20.0 12.9 14.0 Actuated g/C Ratio 0.09 0.43 0.38 0.22 0.14 0.16 Clearance Time (s)4.5 5.0 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)168 1583 1374 367 208 254 v/s Ratio Prot c0.05 0.21 c0.22 v/s Ratio Perm c0.00 c0.04 0.01 v/c Ratio 0.52 0.48 0.58 0.00 0.26 0.04 Uniform Delay, d1 38.9 18.2 22.2 27.1 34.3 32.2 Progression Factor 1.00 1.00 0.44 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.3 0.5 0.0 0.2 0.0 Delay (s)40.2 18.6 10.5 27.1 34.5 32.2 Level of Service D B B C C C Approach Delay (s/veh)20.8 10.5 27.1 33.2 Approach LOS C B C C Intersection Summary HCM 2000 Control Delay (s/veh)17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38 Actuated Cycle Length (s)89.9 Sum of lost time (s)17.6 Intersection Capacity Utilization 39.3%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)60 589 45 21 608 102 18 12 6 137 11 52 Future Volume (vph)60 589 45 21 608 102 18 12 6 137 11 52 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.4 3.9 3.5 3.5 3.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Frt 1.00 0.98 1.00 0.97 1.00 0.95 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.96 Satd. Flow (prot)1829 3613 1829 3559 1828 1818 1784 Flt Permitted 0.95 1.00 0.95 1.00 0.68 1.00 0.78 Satd. Flow (perm)1829 3613 1829 3559 1311 1818 1443 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph)71 701 54 25 724 121 21 14 7 163 13 62 RTOR Reduction (vph)0 3 0 0 9 0 0 6 0 0 10 0 Lane Group Flow (vph)71 752 0 25 836 0 21 15 0 0 228 0 Confl. Peds. (#/hr)9 9 1 6 6 1 Confl. Bikes (#/hr)1 5 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 5 2 1 6 7 3 Permitted Phases 7 3 Actuated Green, G (s)7.2 37.9 2.3 33.0 11.0 11.0 18.1 Effective Green, g (s)8.3 39.0 3.4 34.1 12.1 12.1 19.2 Actuated g/C Ratio 0.09 0.43 0.04 0.38 0.13 0.13 0.21 Clearance Time (s)4.5 5.0 4.5 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)168 1567 69 1349 176 244 308 v/s Ratio Prot c0.04 0.21 0.01 c0.23 0.01 v/s Ratio Perm 0.02 c0.16 v/c Ratio 0.42 0.47 0.36 0.61 0.11 0.06 0.73 Uniform Delay, d1 38.5 18.1 42.1 22.6 34.2 33.9 33.0 Progression Factor 1.64 0.23 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.2 1.1 0.9 0.1 0.0 7.7 Delay (s)63.8 4.6 43.3 23.6 34.3 33.9 40.7 Level of Service E A D C C C D Approach Delay (s/veh)9.7 24.1 34.1 40.7 Approach LOS A C C D Intersection Summary HCM 2000 Control Delay (s/veh)20.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s)89.9 Sum of lost time (s)15.4 Intersection Capacity Utilization 52.7%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM 6th Signalized Intersection Summary Opening Year Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)234 363 288 833 229 175 339 914 986 238 459 109 Future Volume (veh/h)234 363 288 833 229 175 339 914 986 238 459 109 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.94 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 244 378 300 868 239 182 353 952 1027 248 478 114 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 364 567 432 821 407 325 415 2441 1778 302 2274 702 Arrive On Green 0.10 0.15 0.15 0.16 0.21 0.21 0.12 0.46 0.46 0.08 0.43 0.43 Sat Flow, veh/h 3594 3696 2816 5224 1945 1555 3594 5310 2876 3594 5310 1639 Grp Volume(v), veh/h 244 378 300 868 239 182 353 952 1027 248 478 114 Grp Sat Flow(s),veh/h/ln 1797 1848 1408 1741 1945 1555 1797 1770 1438 1797 1770 1639 Q Serve(g_s), s 9.2 13.5 14.1 22.0 15.5 11.8 13.5 16.5 29.8 9.5 7.9 4.1 Cycle Q Clear(g_c), s 9.2 13.5 14.1 22.0 15.5 11.8 13.5 16.5 29.8 9.5 7.9 4.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 364 567 432 821 407 325 415 2441 1778 302 2274 702 V/C Ratio(X)0.67 0.67 0.69 1.06 0.59 0.56 0.85 0.39 0.58 0.82 0.21 0.16 Avail Cap(c_a), veh/h 385 1030 785 821 639 511 565 2441 1778 385 2274 702 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 60.7 55.9 56.1 59.0 49.9 32.0 60.7 24.9 16.0 63.1 25.2 11.8 Incr Delay (d2), s/veh 4.2 1.9 2.9 44.9 1.6 1.8 9.0 0.5 1.4 10.4 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 6.4 5.1 13.0 7.7 4.6 6.6 6.9 9.6 4.7 3.3 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 64.8 57.8 59.0 103.9 51.5 33.7 69.7 25.4 17.4 73.4 25.2 12.0 LnGrp LOS E E E F D C E C B E C B Approach Vol, veh/h 922 1289 2332 840 Approach Delay, s/veh 60.1 84.2 28.6 37.7 Approach LOS E F C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 27.0 26.5 16.8 69.7 19.2 34.3 21.2 65.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.4 5.0 5.0 5.0 5.4 Max Green Setting (Gmax), s 22.0 39.0 15.0 43.6 15.0 46.0 22.0 36.6 Max Q Clear Time (g_c+I1), s 24.0 16.1 11.5 31.8 11.2 17.5 15.5 9.9 Green Ext Time (p_c), s 0.0 5.4 0.3 9.5 0.3 3.1 0.7 5.1 Intersection Summary HCM 6th Ctrl Delay, s/veh 48.7 HCM 6th LOS D Notes User approved changes to right turn type. HCM 6th Signalized Intersection Summary Opening Year Conditions 4: Regional St & Dublin Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 1182 176 113 745 115 319 57 112 184 35 197 Future Volume (veh/h) 169 1182 176 113 745 115 319 57 112 184 35 197 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 178 1244 185 119 784 121 336 60 118 194 37 207 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 199 1471 219 363 2405 363 286 390 325 217 318 266 Arrive On Green 0.22 0.66 0.66 0.20 0.42 0.42 0.16 0.21 0.21 0.12 0.17 0.17 Sat Flow, veh/h 1781 4478 666 1781 5674 857 1781 1870 1555 1781 1870 1563 Grp Volume(v), veh/h 178 946 483 119 664 241 336 60 118 194 37 207 Grp Sat Flow(s),veh/h/ln1781 1702 1740 1781 1609 1705 1781 1870 1555 1781 1870 1563 Q Serve(g_s), s 13.6 30.0 30.0 8.0 12.9 13.3 22.5 3.7 6.0 15.0 2.3 17.7 Cycle Q Clear(g_c), s 13.6 30.0 30.0 8.0 12.9 13.3 22.5 3.7 6.0 15.0 2.3 17.7 Prop In Lane 1.00 0.38 1.00 0.50 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 199 1118 572 363 2045 723 286 390 325 217 318 266 V/C Ratio(X)0.89 0.85 0.85 0.33 0.32 0.33 1.17 0.15 0.36 0.89 0.12 0.78 Avail Cap(c_a), veh/h 261 1118 572 363 2045 723 286 538 448 248 498 416 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.77 0.77 0.77 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 Uniform Delay (d), s/veh53.5 21.3 21.3 47.6 26.9 27.1 58.8 45.3 20.4 60.6 49.2 55.6 Incr Delay (d2), s/veh 17.7 6.2 11.4 0.2 0.4 1.2 108.7 0.2 0.8 23.3 0.2 5.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.3 8.5 9.5 3.6 5.0 5.7 18.8 1.8 3.5 8.2 1.1 7.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 71.2 27.5 32.7 47.8 27.4 28.3 167.5 45.5 21.2 83.9 49.4 60.6 LnGrp LOS E C C D C C F D C F D E Approach Vol, veh/h 1607 1024 514 438 Approach Delay, s/veh 33.9 30.0 119.6 69.9 Approach LOS C C F E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s33.5 51.0 27.0 28.5 20.2 64.3 21.6 33.9 Change Period (Y+Rc), s 5.0 * 5 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s15.5 * 46 22.5 37.3 20.5 41.0 19.5 40.3 Max Q Clear Time (g_c+I1), s10.0 32.0 24.5 19.7 15.6 15.3 17.0 8.0 Green Ext Time (p_c), s 0.1 9.7 0.0 1.0 0.1 9.0 0.1 0.9 Intersection Summary HCM 6th Ctrl Delay, s/veh 49.5 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC Opening Year Conditions 5: Dublin Blvd & Spruce Street Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Intersection Int Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1361 99 163 890 5 0 0 121 0 0 2 Future Vol, veh/h 0 1361 99 163 890 5 0 0 121 0 0 2 Conflicting Peds, #/hr 10 0 12 12 0 10 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ---100 ----0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1448 105 173 947 5 0 0 129 0 0 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 1565 0 0 --789 --487 Stage 1 ------------ Stage 2 ------------ Critical Hdwy ---5.1 ----7.14 --7.14 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy ---3.12 ----3.92 --3.92 Pot Cap-1 Maneuver 0 --230 --0 0 286 0 0 450 Stage 1 0 -----0 0 -0 0 - Stage 2 0 -----0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver ---228 ----283 --446 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 0 8.9 27.9 13.1 HCM LOS D B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)283 --228 --446 HCM Lane V/C Ratio 0.455 --0.761 --0.005 HCM Control Delay (s/veh)27.9 --58.1 --13.1 HCM Lane LOS D --F --B HCM 95th %tile Q (veh)2.2 --5.3 --0 HCM 6th Signalized Intersection Summary Opening Year Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)149 1182 158 131 846 61 145 28 170 45 22 67 Future Volume (veh/h)149 1182 158 131 846 61 145 28 170 45 22 67 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.99 1.00 0.93 1.00 0.89 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 159 1257 168 139 900 65 154 30 181 48 23 71 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 181 2419 323 162 2541 183 203 340 268 108 67 208 Arrive On Green 0.20 1.00 1.00 0.09 0.52 0.52 0.06 0.18 0.18 0.06 0.18 0.18 Sat Flow, veh/h 1781 4534 606 1781 4858 350 3456 1870 1476 1781 367 1134 Grp Volume(v), veh/h 159 944 481 139 630 335 154 30 181 48 0 94 Grp Sat Flow(s),veh/h/ln 1781 1702 1736 1781 1702 1804 1728 1870 1476 1781 0 1501 Q Serve(g_s), s 12.1 0.0 0.0 10.8 15.2 15.2 6.1 1.9 16.0 3.6 0.0 7.6 Cycle Q Clear(g_c), s 12.1 0.0 0.0 10.8 15.2 15.2 6.1 1.9 16.0 3.6 0.0 7.6 Prop In Lane 1.00 0.35 1.00 0.19 1.00 1.00 1.00 0.76 Lane Grp Cap(c), veh/h 181 1816 927 162 1780 944 203 340 268 108 0 275 V/C Ratio(X)0.88 0.52 0.52 0.86 0.35 0.36 0.76 0.09 0.68 0.45 0.00 0.34 Avail Cap(c_a), veh/h 261 1816 927 172 1780 944 333 498 393 172 0 400 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 55.0 0.0 0.0 62.7 19.5 19.6 64.9 47.7 53.4 63.5 0.0 49.8 Incr Delay (d2), s/veh 15.9 1.1 2.1 28.0 0.5 1.0 2.2 0.0 1.1 1.1 0.0 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 0.3 0.5 6.1 6.1 6.6 2.8 0.9 6.1 1.7 0.0 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 70.9 1.1 2.1 90.7 20.0 20.5 67.1 47.7 54.6 64.6 0.0 50.1 LnGrp LOS E A A F C C E D D E D Approach Vol, veh/h 1584 1104 365 142 Approach Delay, s/veh 8.4 29.1 59.3 55.0 Approach LOS A C E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.2 79.7 12.7 30.3 18.7 78.2 13.0 30.1 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s 13.5 57.0 13.5 37.3 20.5 50.0 13.5 37.3 Max Q Clear Time (g_c+I1), s 12.8 2.0 8.1 9.6 14.1 17.2 5.6 18.0 Green Ext Time (p_c), s 0.0 21.5 0.1 0.4 0.1 10.4 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay, s/veh 23.4 HCM 6th LOS C HCM 6th Signalized Intersection Summary Opening Year Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 172 1119 106 288 834 194 114 158 286 203 123 79 Future Volume (veh/h) 172 1119 106 288 834 194 114 158 286 203 123 79 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 177 1154 109 297 860 200 118 163 295 209 127 81 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 455 1950 184 286 1605 482 141 405 331 264 399 326 Arrive On Green 0.51 0.83 0.83 0.16 0.31 0.31 0.08 0.22 0.22 0.08 0.21 0.21 Sat Flow, veh/h 1781 4723 446 1781 5106 1532 1781 1870 1528 3456 1870 1528 Grp Volume(v), veh/h 177 831 432 297 860 200 118 163 295 209 127 81 Grp Sat Flow(s),veh/h/ln1781 1702 1765 1781 1702 1532 1781 1870 1528 1728 1870 1528 Q Serve(g_s), s 8.5 11.7 11.7 22.5 19.4 11.4 9.1 10.5 26.2 8.3 8.0 3.6 Cycle Q Clear(g_c), s 8.5 11.7 11.7 22.5 19.4 11.4 9.1 10.5 26.2 8.3 8.0 3.6 Prop In Lane 1.00 0.25 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 455 1405 729 286 1605 482 141 405 331 264 399 326 V/C Ratio(X)0.39 0.59 0.59 1.04 0.54 0.42 0.84 0.40 0.89 0.79 0.32 0.25 Avail Cap(c_a), veh/h 455 1405 729 286 1605 482 223 500 408 432 498 407 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.82 0.82 0.82 0.63 0.63 0.63 0.91 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh27.5 8.2 8.2 58.8 39.6 23.6 63.5 47.1 53.3 63.6 46.4 15.7 Incr Delay (d2), s/veh 0.4 1.5 2.9 52.2 0.8 1.7 7.3 0.6 17.1 5.3 0.5 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.3 2.9 3.3 14.2 8.2 4.5 4.5 5.0 11.7 3.9 3.8 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 28.0 9.7 11.1 111.0 40.4 25.3 70.8 47.7 70.3 68.8 46.9 16.1 LnGrp LOS C A B F D C E D E E D B Approach Vol, veh/h 1440 1357 576 417 Approach Delay, s/veh 12.4 53.6 64.0 51.9 Approach LOS B D E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s27.0 62.8 15.6 34.6 40.8 49.0 15.2 35.0 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 5.0 * 5 4.5 * 4.7 Max Green Setting (Gmax), s22.5 44.0 17.5 37.3 22.5 * 44 17.5 * 37 Max Q Clear Time (g_c+I1), s24.5 13.7 11.1 10.0 10.5 21.4 10.3 28.2 Green Ext Time (p_c), s 0.0 14.2 0.1 1.0 0.4 9.5 0.4 1.5 Intersection Summary HCM 6th Ctrl Delay, s/veh 39.3 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Opening Year Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 39 61 266 28 318 157 617 518 259 361 41 Future Volume (veh/h) 43 39 61 266 28 318 157 617 518 259 361 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.93 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 44 40 63 295 0 0 162 636 534 267 372 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 197 207 164 609 0 199 1524 665 391 2197 Arrive On Green 0.11 0.11 0.11 0.16 0.00 0.00 0.11 0.41 0.41 0.11 0.41 0.00 Sat Flow, veh/h 1853 1945 1539 3705 0 1648 1853 3696 1612 3594 5310 1648 Grp Volume(v), veh/h 44 40 63 295 0 0 162 636 534 267 372 0 Grp Sat Flow(s),veh/h/ln1853 1945 1539 1853 0 1648 1853 1848 1612 1797 1770 1648 Q Serve(g_s), s 2.0 1.7 3.5 6.6 0.0 0.0 7.9 11.2 26.7 6.6 4.1 0.0 Cycle Q Clear(g_c), s 2.0 1.7 3.5 6.6 0.0 0.0 7.9 11.2 26.7 6.6 4.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 197 207 164 609 0 199 1524 665 391 2197 V/C Ratio(X)0.22 0.19 0.38 0.48 0.00 0.81 0.42 0.80 0.68 0.17 Avail Cap(c_a), veh/h 504 530 419 1413 0 504 2013 878 979 2892 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh37.6 37.4 38.2 34.8 0.0 0.0 40.1 19.1 23.7 39.4 17.0 0.0 Incr Delay (d2), s/veh 0.2 0.2 0.6 0.2 0.0 0.0 3.1 0.3 4.8 0.8 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.8 1.3 3.0 0.0 0.0 3.6 4.5 10.2 2.8 1.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 37.8 37.6 38.8 35.0 0.0 0.0 43.1 19.4 28.5 40.2 17.0 0.0 LnGrp LOS D D D D D B C D B Approach Vol, veh/h 147 295 1332 639 Approach Delay, s/veh 38.1 35.0 25.9 26.7 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s14.5 43.2 19.8 14.4 43.3 14.4 Change Period (Y+Rc), s 4.5 5.3 4.7 4.5 5.3 4.6 Max Green Setting (Gmax), s25.0 50.0 35.0 25.0 50.0 25.0 Max Q Clear Time (g_c+I1), s8.6 28.7 8.6 9.9 6.1 5.5 Green Ext Time (p_c), s 0.4 9.2 0.5 0.2 3.7 0.3 Intersection Summary HCM 6th Ctrl Delay, s/veh 28.0 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Opening Year Conditions 12: Regional St & Amador Valley Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 645 108 240 414 7 162 27 135 31 15 14 Future Volume (veh/h) 73 645 108 240 414 7 162 27 135 31 15 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 75 665 111 247 427 7 167 28 139 32 15 14 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 140 1174 196 358 1823 30 434 411 347 402 195 182 Arrive On Green 0.08 0.37 0.37 0.19 0.49 0.49 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1853 3150 525 1853 3719 61 1430 1945 1641 1263 924 862 Grp Volume(v), veh/h 75 390 386 247 212 222 167 28 139 32 0 29 Grp Sat Flow(s),veh/h/ln1853 1848 1827 1853 1848 1932 1430 1945 1641 1263 0 1786 Q Serve(g_s), s 1.9 8.0 8.1 6.0 3.2 3.2 5.1 0.6 3.5 1.0 0.0 0.6 Cycle Q Clear(g_c), s 1.9 8.0 8.1 6.0 3.2 3.2 5.7 0.6 3.5 1.6 0.0 0.6 Prop In Lane 1.00 0.29 1.00 0.03 1.00 1.00 1.00 0.48 Lane Grp Cap(c), veh/h 140 689 681 358 906 947 434 411 347 402 0 377 V/C Ratio(X)0.54 0.57 0.57 0.69 0.23 0.23 0.39 0.07 0.40 0.08 0.00 0.08 Avail Cap(c_a), veh/h 1201 1390 1375 1201 1390 1453 910 1058 893 823 0 971 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh21.4 12.0 12.0 18.0 7.0 7.0 17.5 15.1 16.3 15.8 0.0 15.2 Incr Delay (d2), s/veh 1.2 1.0 1.1 0.9 0.2 0.2 0.2 0.0 0.3 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 2.9 2.9 2.3 1.0 1.0 1.5 0.2 1.2 0.3 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 22.5 13.0 13.0 18.9 7.2 7.2 17.7 15.2 16.6 15.8 0.0 15.2 LnGrp LOS C B B B A A B B B B B Approach Vol, veh/h 851 681 334 61 Approach Delay, s/veh 13.9 11.5 17.0 15.5 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.0 27.4 13.5 12.7 21.8 13.5 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Setting (Gmax), s30.0 35.0 25.0 30.0 35.0 25.0 Max Q Clear Time (g_c+I1), s3.9 5.2 7.7 8.0 10.1 3.6 Green Ext Time (p_c), s 0.1 2.8 0.7 0.5 5.4 0.1 Intersection Summary HCM 6th Ctrl Delay, s/veh 13.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Opening Year Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)4 770 152 225 487 1 169 3 282 2 2 3 Future Volume (veh/h)4 770 152 225 487 1 169 3 282 2 2 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 0.99 0.98 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 4 794 157 232 502 1 174 3 291 2 2 3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 42 1183 234 320 2036 4 386 6 419 110 112 109 Arrive On Green 0.02 0.39 0.39 0.17 0.54 0.54 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1853 3047 602 1853 3784 8 1032 22 1618 128 433 420 Grp Volume(v), veh/h 4 482 469 232 245 258 177 0 291 7 0 0 Grp Sat Flow(s),veh/h/ln1853 1848 1801 1853 1848 1943 1054 0 1618 981 0 0 Q Serve(g_s), s 0.1 12.9 12.9 7.1 4.2 4.2 0.2 0.0 9.7 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.1 12.9 12.9 7.1 4.2 4.2 11.0 0.0 9.7 10.9 0.0 0.0 Prop In Lane 1.00 0.33 1.00 0.00 0.98 1.00 0.29 0.43 Lane Grp Cap(c), veh/h 42 717 699 320 994 1046 392 0 419 331 0 0 V/C Ratio(X)0.10 0.67 0.67 0.73 0.25 0.25 0.45 0.00 0.69 0.02 0.00 0.00 Avail Cap(c_a), veh/h 653 1114 1086 653 1114 1172 528 0 570 471 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh28.7 15.2 15.2 23.4 7.4 7.4 20.6 0.0 20.0 16.9 0.0 0.0 Incr Delay (d2), s/veh 0.4 1.6 1.6 1.2 0.2 0.2 0.3 0.0 1.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 5.1 4.9 3.0 1.4 1.5 2.1 0.0 3.5 0.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 29.0 16.7 16.8 24.6 7.5 7.5 20.9 0.0 21.0 16.9 0.0 0.0 LnGrp LOS C B B C A A C C B Approach Vol, veh/h 955 735 468 7 Approach Delay, s/veh 16.8 12.9 21.0 16.9 Approach LOS B B C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s13.8 27.2 19.1 4.8 36.2 19.1 Change Period (Y+Rc), s 4.5 5.0 4.6 4.5 5.0 4.6 Max Green Setting (Gmax), s20.0 35.0 20.0 20.0 35.0 20.0 Max Q Clear Time (g_c+I1), s9.1 14.9 12.9 2.1 6.2 13.0 Green Ext Time (p_c), s 0.4 6.5 0.0 0.0 3.2 0.8 Intersection Summary HCM 6th Ctrl Delay, s/veh 16.4 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Opening Year Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 342 484 214 111 293 54 200 307 123 51 258 229 Future Volume (veh/h) 342 484 214 111 293 54 200 307 123 51 258 229 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 293 614 0 118 312 0 180 373 131 54 274 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 471 990 298 594 333 700 288 256 511 Arrive On Green 0.25 0.25 0.00 0.16 0.16 0.00 0.18 0.18 0.18 0.14 0.14 0.00 Sat Flow, veh/h 1853 3890 1648 1853 3696 1648 1853 3890 1600 1853 3696 1648 Grp Volume(v), veh/h 293 614 0 118 312 0 180 373 131 54 274 0 Grp Sat Flow(s),veh/h/ln1853 1945 1648 1853 1848 1648 1853 1945 1600 1853 1848 1648 Q Serve(g_s), s 10.8 10.8 0.0 4.4 6.0 0.0 6.8 6.7 5.6 2.0 5.3 0.0 Cycle Q Clear(g_c), s 10.8 10.8 0.0 4.4 6.0 0.0 6.8 6.7 5.6 2.0 5.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 471 990 298 594 333 700 288 256 511 V/C Ratio(X)0.62 0.62 0.40 0.52 0.54 0.53 0.46 0.21 0.54 Avail Cap(c_a), veh/h 960 2015 960 1914 960 2015 829 960 1914 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh25.5 25.5 0.0 29.0 29.7 0.0 28.8 28.7 28.3 29.5 31.0 0.0 Incr Delay (d2), s/veh 1.3 0.6 0.0 0.9 0.7 0.0 1.4 0.6 1.1 0.4 0.9 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.7 4.9 0.0 2.0 2.6 0.0 3.1 3.1 2.2 0.9 2.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 26.8 26.1 0.0 29.9 30.4 0.0 30.1 29.4 29.4 29.9 31.9 0.0 LnGrp LOS C C C C C C C C C Approach Vol, veh/h 907 430 684 328 Approach Delay, s/veh 26.4 30.3 29.6 31.5 Approach LOS C C C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 17.7 18.9 24.9 15.7 Change Period (Y+Rc), s 5.3 5.0 5.3 5.0 Max Green Setting (Gmax), s 40.0 40.0 40.0 40.0 Max Q Clear Time (g_c+I1), s 8.0 8.8 12.8 7.3 Green Ext Time (p_c), s 2.5 3.7 5.5 1.9 Intersection Summary HCM 6th Ctrl Delay, s/veh 28.7 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th AWSC Opening Year Conditions 27: Golden Gate Dr & St Patrick Way Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Intersection Intersection Delay, s/veh14.6 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 72 52 17 85 55 41 18 181 88 125 107 111 Future Vol, veh/h 72 52 17 85 55 41 18 181 88 125 107 111 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 80 58 19 94 61 46 20 201 98 139 119 123 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 1 2 2 HCM Control Delay, s/veh11.3 11.5 12 19.7 HCM LOS B B B C Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %9%0% 100%0% 100%0% 36% Vol Thru, %91%0%0% 75%0% 57% 31% Vol Right, %0% 100%0% 25%0% 43% 32% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 199 88 72 69 85 96 343 LT Vol 18 0 72 0 85 0 125 Through Vol 181 0 0 52 0 55 107 RT Vol 0 88 0 17 0 41 111 Lane Flow Rate 221 98 80 77 94 107 381 Geometry Grp 5 5 5 5 5 5 4b Degree of Util (X)0.391 0.152 0.167 0.145 0.194 0.195 0.646 Departure Headway (Hd)6.364 5.607 7.5 6.812 7.408 6.591 6.103 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 562 636 476 523 482 541 591 Service Time 4.139 3.381 5.288 4.599 5.193 4.375 4.17 HCM Lane V/C Ratio 0.393 0.154 0.168 0.147 0.195 0.198 0.645 HCM Control Delay, s/veh 13.2 9.4 11.8 10.8 12 11 19.7 HCM Lane LOS B A B B B B C HCM 95th-tile Q 1.8 0.5 0.6 0.5 0.7 0.7 4.6 HCM Signalized Intersection Capacity Analysis Opening Year Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)602 0 377 0 0 0 0 1440 634 0 778 384 Future Volume (vph)602 0 377 0 0 0 0 1440 634 0 778 384 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 1636 3657 1636 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 1636 3657 1636 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)621 0 389 0 0 0 0 1485 654 0 802 396 RTOR Reduction (vph)0 0 320 0 0 0 0 0 134 0 0 0 Lane Group Flow (vph)621 0 69 0 0 0 0 1485 520 0 802 396 Confl. Peds. (#/hr)2 2 Confl. Bikes (#/hr)1 4 Turn Type Prot Prot NA custom NA custom Protected Phases 8 8 2 2 8 6 6 8 Permitted Phases 2 6 Actuated Green, G (s)10.5 10.5 31.5 47.7 39.3 60.0 Effective Green, g (s)10.5 10.5 31.5 47.7 39.3 55.5 Actuated g/C Ratio 0.18 0.18 0.53 0.80 0.65 0.93 Clearance Time (s)4.5 4.5 5.7 5.7 Vehicle Extension (s)2.5 2.5 2.5 2.5 Lane Grp Cap (vph)620 504 2758 1300 2395 1513 v/s Ratio Prot c0.18 0.02 c0.28 0.32 c0.22 0.24 v/s Ratio Perm v/c Ratio 1.00 0.13 0.53 0.39 0.33 0.26 Uniform Delay, d1 24.7 20.9 9.4 1.8 4.5 0.2 Progression Factor 1.00 1.00 1.00 1.00 1.16 1.00 Incremental Delay, d2 36.5 0.0 0.7 0.1 0.3 0.0 Delay (s)61.2 21.0 10.1 1.9 5.6 0.2 Level of Service E C B A A A Approach Delay (s/veh)45.7 0.0 7.6 3.9 Approach LOS D A A A Intersection Summary HCM 2000 Control Delay (s/veh)15.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s)60.0 Sum of lost time (s)13.2 Intersection Capacity Utilization 53.1%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)251 754 1485 0 0 911 Future Volume (vph)251 754 1485 0 0 911 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 3657 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 3657 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)259 777 1531 0 0 939 RTOR Reduction (vph)0 3 0 0 0 0 Lane Group Flow (vph)259 774 1531 0 0 939 Confl. Peds. (#/hr)3 3 Confl. Bikes (#/hr)2 Turn Type Prot custom NA NA Protected Phases 8 1 8 2 6 Permitted Phases Actuated Green, G (s)14.3 25.5 24.3 35.5 Effective Green, g (s)14.3 25.5 24.3 35.5 Actuated g/C Ratio 0.24 0.43 0.41 0.59 Clearance Time (s)4.5 5.7 5.7 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)845 1224 2128 2163 v/s Ratio Prot 0.07 c0.27 c0.29 0.26 v/s Ratio Perm v/c Ratio 0.30 0.63 0.71 0.43 Uniform Delay, d1 18.7 13.5 14.9 6.7 Progression Factor 1.00 1.00 0.95 1.00 Incremental Delay, d2 0.2 0.7 1.7 0.6 Delay (s)18.9 14.3 16.0 7.3 Level of Service B B B A Approach Delay (s/veh)15.5 16.0 7.3 Approach LOS B B A Intersection Summary HCM 2000 Control Delay (s/veh)13.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s)60.0 Sum of lost time (s)14.7 Intersection Capacity Utilization 63.6%ICU Level of Service B Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year Conditions 8: Village Parkway & Dublin Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)257 1139 260 170 998 386 81 24 9 467 105 203 Future Volume (vph)257 1139 260 170 998 386 81 24 9 467 105 203 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 5.0 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 0.97 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)3547 3531 1829 5255 1636 1829 3494 3547 1925 1609 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm)3547 3531 1829 5255 1636 1829 3494 3547 1925 1609 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)265 1174 268 175 1029 398 84 25 9 481 108 209 RTOR Reduction (vph)0 10 0 0 0 186 0 8 0 0 0 178 Lane Group Flow (vph)265 1432 0 175 1029 212 84 26 0 481 108 31 Confl. Peds. (#/hr)18 5 5 18 4 6 6 4 Confl. Bikes (#/hr)1 Turn Type Prot NA Prot NA custom Prot NA Prot NA Perm Protected Phases 5 2 1 6 9 6 3 8 7 4 Permitted Phases 6 4 Actuated Green, G (s)15.7 70.8 19.5 34.0 74.6 9.8 9.6 21.1 20.9 20.9 Effective Green, g (s)15.7 70.8 19.5 34.0 74.6 9.8 9.6 21.1 20.9 20.9 Actuated g/C Ratio 0.11 0.51 0.14 0.24 0.53 0.07 0.07 0.15 0.15 0.15 Clearance Time (s)4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 5.0 Vehicle Extension (s)3.0 4.0 3.0 4.0 2.0 2.0 5.0 4.0 4.0 Lane Grp Cap (vph)397 1785 254 1276 871 128 239 534 287 240 v/s Ratio Prot 0.07 c0.41 0.10 c0.20 0.13 0.05 0.01 c0.14 c0.06 v/s Ratio Perm 0.02 v/c Ratio 0.66 0.80 0.68 0.80 0.24 0.65 0.10 0.90 0.37 0.13 Uniform Delay, d1 59.6 28.7 57.3 49.9 17.5 63.4 61.1 58.4 53.6 51.6 Progression Factor 1.38 0.59 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.4 3.2 7.5 5.5 0.6 8.8 0.0 19.2 1.1 0.3 Delay (s)86.0 20.3 64.9 55.4 18.2 72.3 61.2 77.6 54.8 51.9 Level of Service F C E E B E E E D D Approach Delay (s/veh)30.5 47.2 69.1 67.8 Approach LOS C D E E Intersection Summary HCM 2000 Control Delay (s/veh)45.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s)140.0 Sum of lost time (s)24.0 Intersection Capacity Utilization 82.5%ICU Level of Service E Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)145 1024 707 481 788 350 762 1167 468 320 862 122 Future Volume (vph)145 1024 707 481 788 350 762 1167 468 320 862 122 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)5.0 6.0 6.0 5.0 5.5 4.0 5.0 5.5 5.5 5.0 5.5 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6481 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6481 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)149 1056 729 496 812 361 786 1203 482 330 889 126 RTOR Reduction (vph)0 0 26 0 0 185 0 0 49 0 18 0 Lane Group Flow (vph)149 1056 703 496 812 176 786 1203 433 330 997 0 Confl. Peds. (#/hr)20 20 9 1 1 9 Turn Type Prot NA pt+ov Prot NA custom Prot NA pt+ov Prot NA Protected Phases 5 2 2 3 1 6 9 6 3 8 8 1 7 4 Permitted Phases 6 Actuated Green, G (s)11.2 50.2 78.2 17.0 46.8 56.5 22.0 43.6 66.1 17.7 39.3 Effective Green, g (s)11.2 50.2 78.2 17.0 46.8 56.5 22.0 43.6 66.1 17.7 39.3 Actuated g/C Ratio 0.07 0.33 0.52 0.11 0.31 0.38 0.15 0.29 0.44 0.12 0.26 Clearance Time (s)5.0 6.0 5.0 5.5 5.0 5.5 5.0 5.5 Vehicle Extension (s)3.0 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Lane Grp Cap (vph)264 1758 1501 584 1639 616 756 1527 1269 418 1698 v/s Ratio Prot 0.04 c0.20 0.24 c0.10 0.15 c0.11 c0.15 c0.23 0.15 0.09 0.15 v/s Ratio Perm v/c Ratio 0.56 0.60 0.46 0.84 0.49 0.28 1.03 0.78 0.34 0.78 0.58 Uniform Delay, d1 67.0 41.5 22.7 65.2 41.9 32.6 63.9 48.9 27.6 64.3 48.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.7 1.5 0.2 11.1 1.0 0.0 43.4 3.1 0.2 9.5 0.7 Delay (s)69.7 43.0 22.9 76.3 43.0 32.7 107.4 52.0 27.8 73.9 48.9 Level of Service E D C E D C F D C E D Approach Delay (s/veh)37.5 50.7 64.9 55.1 Approach LOS D D E E Intersection Summary HCM 2000 Control Delay (s/veh)52.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s)150.0 Sum of lost time (s)25.0 Intersection Capacity Utilization 91.9%ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year Conditions 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)97 89 12 11 64 343 9 92 30 295 62 34 Future Volume (vph)97 89 12 11 64 343 9 92 30 295 62 34 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 Flpb, ped/bikes 0.99 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.85 1.00 0.96 1.00 0.97 Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 0.97 Satd. Flow (prot)1822 1886 1910 1608 1829 1847 1737 1730 Flt Permitted 0.70 1.00 0.96 1.00 0.95 1.00 0.95 0.97 Satd. Flow (perm)1355 1886 1855 1608 1829 1847 1737 1730 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)100 92 12 11 66 354 9 95 31 304 64 35 RTOR Reduction (vph)0 3 0 0 0 236 0 8 0 0 5 0 Lane Group Flow (vph)100 101 0 0 77 118 9 118 0 201 197 0 Confl. Peds. (#/hr)6 5 5 6 3 2 2 3 Confl. Bikes (#/hr)1 Turn Type Perm NA Perm NA Perm Split NA Split NA Protected Phases 2 6 8 8 7 7 Permitted Phases 2 6 6 Actuated Green, G (s)12.9 12.9 18.3 18.3 8.9 8.9 13.5 13.5 Effective Green, g (s)12.9 12.9 18.3 18.3 8.9 8.9 13.5 13.5 Actuated g/C Ratio 0.24 0.24 0.33 0.33 0.16 0.16 0.25 0.25 Clearance Time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Vehicle Extension (s)2.0 2.0 4.0 4.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph)318 443 619 536 297 299 427 426 v/s Ratio Prot 0.05 0.00 c0.06 c0.12 0.11 v/s Ratio Perm c0.07 0.04 c0.07 v/c Ratio 0.31 0.22 0.12 0.22 0.03 0.39 0.47 0.46 Uniform Delay, d1 17.2 16.9 12.6 13.1 19.3 20.5 17.6 17.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.0 0.1 0.2 0.0 0.3 0.2 0.2 Delay (s)17.5 17.0 12.8 13.4 19.3 20.8 17.9 17.8 Level of Service B B B B B C B B Approach Delay (s/veh)17.2 13.2 20.7 17.8 Approach LOS B B C B Intersection Summary HCM 2000 Control Delay (s/veh)16.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38 Actuated Cycle Length (s)54.8 Sum of lost time (s)17.1 Intersection Capacity Utilization 49.9%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)61 875 5 0 641 46 2 0 3 49 0 36 Future Volume (vph)61 875 5 0 641 46 2 0 3 49 0 36 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.9 4.6 4.6 3.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 0.99 0.99 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 0.99 1.00 Frt 1.00 0.99 0.98 0.91 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.98 0.95 1.00 Satd. Flow (prot)1829 3654 3614 1717 1822 1615 Flt Permitted 0.95 1.00 1.00 0.84 0.55 1.00 Satd. Flow (perm)1829 3654 3614 1482 1071 1615 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)66 951 5 0 697 50 2 0 3 53 0 39 RTOR Reduction (vph)0 0 0 0 3 0 0 5 0 0 0 33 Lane Group Flow (vph)66 956 0 0 744 0 0 0 0 0 53 6 Confl. Peds. (#/hr)3 5 5 3 1 5 5 1 Confl. Bikes (#/hr)2 Turn Type Prot NA NA Perm NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s)6.3 41.0 37.0 3.9 11.8 11.8 Effective Green, g (s)7.4 42.1 38.1 3.9 11.8 12.9 Actuated g/C Ratio 0.09 0.51 0.46 0.05 0.14 0.15 Clearance Time (s)4.5 5.0 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)162 1846 1652 69 151 250 v/s Ratio Prot c0.04 c0.26 0.21 v/s Ratio Perm 0.00 c0.05 0.00 v/c Ratio 0.40 0.51 0.45 0.00 0.35 0.02 Uniform Delay, d1 35.8 13.8 15.4 37.8 32.2 29.8 Progression Factor 1.00 1.00 0.51 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.3 0.2 0.0 0.5 0.0 Delay (s)36.4 14.1 8.1 37.8 32.8 29.8 Level of Service D B A D C C Approach Delay (s/veh)15.5 8.1 37.8 31.5 Approach LOS B A D C Intersection Summary HCM 2000 Control Delay (s/veh)13.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.43 Actuated Cycle Length (s)83.3 Sum of lost time (s)17.6 Intersection Capacity Utilization 41.2%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)47 833 47 25 603 56 51 10 29 64 3 33 Future Volume (vph)47 833 47 25 603 56 51 10 29 64 3 33 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.4 3.9 3.5 3.5 3.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 0.98 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Frt 1.00 0.99 1.00 0.98 1.00 0.88 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.96 Satd. Flow (prot)1829 3624 1829 3601 1826 1691 1773 Flt Permitted 0.95 1.00 0.95 1.00 0.69 1.00 0.78 Satd. Flow (perm)1829 3624 1829 3601 1333 1691 1432 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)48 850 48 26 615 57 52 10 30 65 3 34 RTOR Reduction (vph)0 2 0 0 4 0 0 23 0 0 17 0 Lane Group Flow (vph)48 896 0 26 668 0 52 17 0 0 85 0 Confl. Peds. (#/hr)6 1 1 6 2 1 1 2 Confl. Bikes (#/hr)3 1 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 5 2 1 6 7 3 Permitted Phases 7 3 Actuated Green, G (s)6.3 41.0 2.3 37.0 17.4 17.4 9.5 Effective Green, g (s)7.4 42.1 3.4 38.1 18.5 18.5 10.6 Actuated g/C Ratio 0.09 0.51 0.04 0.46 0.22 0.22 0.13 Clearance Time (s)4.5 5.0 4.5 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)162 1831 74 1647 296 375 182 v/s Ratio Prot c0.03 c0.25 0.01 0.19 0.01 v/s Ratio Perm c0.04 c0.06 v/c Ratio 0.29 0.48 0.35 0.40 0.17 0.04 0.46 Uniform Delay, d1 35.5 13.5 38.8 15.0 26.2 25.4 33.7 Progression Factor 1.63 0.35 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.2 1.0 0.2 0.1 0.0 0.6 Delay (s)58.3 5.0 39.9 15.2 26.3 25.4 34.4 Level of Service E A D B C C C Approach Delay (s/veh)7.7 16.1 25.9 34.4 Approach LOS A B C C Intersection Summary HCM 2000 Control Delay (s/veh)13.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length (s)83.3 Sum of lost time (s)15.4 Intersection Capacity Utilization 51.2%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group Queues Opening Year Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Lane Group EBL EBR NBT NBR SBT SBR Lane Group Flow (vph)464 532 451 260 1462 491 v/c Ratio 0.46 0.60 0.17 0.17 0.72 0.30 Control Delay (s/veh)21.4 20.5 13.2 1.0 13.6 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)21.4 20.5 13.2 1.0 13.6 0.4 Queue Length 50th (ft)84 92 27 0 197 0 Queue Length 95th (ft)130 151 103 27 359 0 Internal Link Dist (ft)808 634 Turn Bay Length (ft)430 425 570 Base Capacity (vph)1711 1434 3381 1535 3554 1626 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.37 0.13 0.17 0.41 0.30 Intersection Summary Queues Opening Year Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Lane Group WBL WBR NBT SBT Lane Group Flow (vph)1039 751 820 977 v/c Ratio 0.70 0.44 0.58 0.62 Control Delay (s/veh)19.2 8.0 23.0 17.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh)19.2 8.0 23.0 17.1 Queue Length 50th (ft)167 71 109 166 Queue Length 95th (ft)275 139 147 223 Internal Link Dist (ft)1070 208 135 Turn Bay Length (ft)190 320 Base Capacity (vph)1644 2093 2841 3075 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.63 0.36 0.29 0.32 Intersection Summary Queues Opening Year Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)213 199 292 629 217 109 327 546 647 184 614 227 v/c Ratio 0.55 0.39 0.44 0.85 0.64 0.27 0.71 0.21 0.32 0.57 0.26 0.27 Control Delay (s/veh)64.9 55.2 6.8 78.6 75.2 19.1 67.0 23.1 1.9 68.2 27.2 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)64.9 55.2 6.8 78.6 75.2 19.1 67.0 23.1 1.9 68.2 27.2 4.9 Queue Length 50th (ft)97 91 0 215 208 12 149 97 6 84 120 0 Queue Length 95th (ft)138 109 39 m245 m269 m73 194 170 43 122 206 63 Internal Link Dist (ft)732 623 581 1238 Turn Bay Length (ft)260 290 220 290 420 280 Base Capacity (vph)402 1044 1031 736 618 607 582 2531 2006 364 2323 839 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.19 0.28 0.85 0.35 0.18 0.56 0.22 0.32 0.51 0.26 0.27 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Queues Opening Year Conditions 4: Regional St & Dublin Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)125 825 80 687 212 22 85 51 24 101 v/c Ratio 0.65 0.28 0.55 0.19 1.08 0.07 0.24 0.48 0.14 0.40 Control Delay (s/veh)85.9 14.1 61.3 8.4 146.0 50.0 3.5 77.8 56.1 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)85.9 14.1 61.3 8.4 146.0 50.0 3.5 77.8 56.1 8.6 Queue Length 50th (ft)115 68 70 19 ~215 18 0 46 21 0 Queue Length 95th (ft)183 212 129 84 #382 39 15 90 43 31 Internal Link Dist (ft)623 644 371 1175 Turn Bay Length (ft)215 205 105 105 110 110 Base Capacity (vph)195 2942 145 3533 195 536 538 183 522 527 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.28 0.55 0.19 1.09 0.04 0.16 0.28 0.05 0.19 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)52 785 80 653 116 6 134 12 29 v/c Ratio 0.48 0.26 0.59 0.20 0.52 0.01 0.34 0.09 0.11 Control Delay (s/veh)76.4 20.5 93.1 4.7 71.3 42.1 9.4 62.7 25.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)76.4 20.5 93.1 4.7 71.3 42.1 9.4 62.7 25.3 Queue Length 50th (ft)50 153 69 54 53 4 0 10 8 Queue Length 95th (ft)95 116 136 32 85 17 56 33 37 Internal Link Dist (ft)514 542 532 104 Turn Bay Length (ft)235 215 135 135 170 Base Capacity (vph)195 2947 195 3175 331 510 521 170 451 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.27 0.41 0.21 0.35 0.01 0.26 0.07 0.06 Intersection Summary Queues Opening Year Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)83 694 301 662 207 78 100 298 92 144 31 v/c Ratio 0.42 0.30 0.82 0.23 0.22 0.60 0.38 0.63 0.41 0.59 0.10 Control Delay (s/veh)56.5 19.2 95.1 6.2 0.5 81.7 56.8 11.2 67.9 66.1 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)56.5 19.2 95.1 6.2 0.5 81.7 56.8 11.2 67.9 66.1 0.6 Queue Length 50th (ft)74 44 289 28 0 70 85 0 42 128 0 Queue Length 95th (ft)105 211 236 48 0 124 126 77 71 177 0 Internal Link Dist (ft)542 1069 572 230 Turn Bay Length (ft)200 305 190 100 130 120 Base Capacity (vph)195 2287 404 2810 922 170 497 635 331 496 504 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.43 0.30 0.75 0.24 0.22 0.46 0.20 0.47 0.28 0.29 0.06 Intersection Summary Queues Opening Year Conditions 8: Village Parkway & Dublin Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph)189 851 144 926 780 25 9 563 97 182 v/c Ratio 0.59 0.47 0.46 0.57 0.60 0.29 0.03 1.08 0.30 0.43 Control Delay (s/veh)56.9 30.6 58.3 42.4 4.0 72.9 48.0 118.2 52.2 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)56.9 30.6 58.3 42.4 4.0 72.9 48.0 118.2 52.2 8.8 Queue Length 50th (ft)88 320 120 260 0 22 3 261 86 0 Queue Length 95th (ft)131 471 189 303 83 54 10 #419 108 53 Internal Link Dist (ft)1069 4207 583 1714 Turn Bay Length (ft)255 200 415 100 220 55 Base Capacity (vph)331 1806 307 1614 1286 189 974 520 596 624 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.57 0.47 0.47 0.57 0.61 0.13 0.01 1.08 0.16 0.29 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)88 601 507 397 1162 335 782 741 436 349 1500 v/c Ratio 0.40 0.34 0.33 0.80 0.71 0.40 1.03 0.45 0.32 0.81 0.80 Control Delay (s/veh)72.9 38.8 20.0 79.7 49.7 4.7 103.0 42.6 19.9 80.0 53.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)72.9 38.8 20.0 79.7 49.7 4.7 103.0 42.6 19.9 80.0 53.4 Queue Length 50th (ft)43 165 147 137 376 0 ~290 212 109 173 389 Queue Length 95th (ft)73 203 194 #187 442 67 #379 253 155 #230 433 Internal Link Dist (ft)4207 2096 1589 1541 Turn Bay Length (ft)215 415 565 300 495 450 210 Base Capacity (vph)260 1744 1501 495 1616 827 756 1664 1292 449 1948 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.34 0.34 0.80 0.72 0.41 1.03 0.45 0.34 0.78 0.77 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year Conditions 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Lane Group EBL EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)48 122 159 309 12 144 204 204 v/c Ratio 0.11 0.19 0.29 0.40 0.03 0.39 0.53 0.52 Control Delay (s/veh)17.7 15.7 18.9 4.5 24.4 26.8 29.8 28.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)17.7 15.7 18.9 4.5 24.4 26.8 29.8 28.3 Queue Length 50th (ft)11 24 37 0 4 42 66 63 Queue Length 95th (ft)48 89 126 58 19 115 180 173 Internal Link Dist (ft)677 257 288 572 Turn Bay Length (ft)130 285 65 145 Base Capacity (vph)654 954 1562 1583 795 807 751 755 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.13 0.10 0.20 0.02 0.18 0.27 0.27 Intersection Summary Queues Opening Year Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)29 37 42 250 255 254 92 392 531 381 623 25 v/c Ratio 0.11 0.14 0.14 0.59 0.60 0.48 0.35 0.43 0.66 0.58 0.33 0.04 Control Delay (s/veh)41.1 41.1 3.0 35.6 35.8 12.4 42.5 29.9 7.5 37.5 24.0 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)41.1 41.1 3.0 35.6 35.8 12.4 42.5 29.9 7.5 37.5 24.0 0.1 Queue Length 50th (ft)14 17 0 123 126 28 44 89 0 93 92 0 Queue Length 95th (ft)43 52 3 211 214 84 99 147 50 153 139 0 Internal Link Dist (ft)543 429 1238 739 Turn Bay Length (ft)65 60 130 200 280 300 Base Capacity (vph)611 643 600 812 819 831 611 2394 1237 1185 3441 1036 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.06 0.07 0.31 0.31 0.31 0.15 0.16 0.43 0.32 0.18 0.02 Intersection Summary Queues Opening Year Conditions 12: Regional St & Amador Valley Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 11 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)51 861 148 650 80 12 64 11 20 v/c Ratio 0.20 0.52 0.42 0.28 0.28 0.03 0.17 0.03 0.05 Control Delay (s/veh)30.6 15.6 28.5 9.9 23.8 20.8 7.0 21.0 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)30.6 15.6 28.5 9.9 23.8 20.8 7.0 21.0 13.5 Queue Length 50th (ft)14 98 40 60 22 3 0 3 2 Queue Length 95th (ft)61 262 131 166 66 17 23 16 17 Internal Link Dist (ft)429 761 1175 245 Turn Bay Length (ft)105 105 100 100 35 Base Capacity (vph)1050 2406 1050 2599 705 948 830 710 855 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.36 0.14 0.25 0.11 0.01 0.08 0.02 0.02 Intersection Summary Queues Opening Year Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 12 Lane Group EBL EBT WBT NBT SBT SBR Lane Group Flow (vph)88 776 807 6 56 74 v/c Ratio 0.38 0.45 0.57 0.01 0.27 0.21 Control Delay (s/veh)46.6 22.0 14.4 0.0 38.1 4.4 Queue Delay 0.0 0.0 0.1 0.0 0.0 0.0 Total Delay (s/veh)46.6 22.0 14.5 0.0 38.1 4.4 Queue Length 50th (ft)43 118 43 0 28 0 Queue Length 95th (ft)115 347 #123 0 62 14 Internal Link Dist (ft)761 197 106 622 Turn Bay Length (ft)80 45 Base Capacity (vph)619 1817 1523 654 508 661 Starvation Cap Reductn 0 0 103 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.43 0.57 0.01 0.11 0.11 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBT Lane Group Flow (vph)71 755 25 845 21 21 238 v/c Ratio 0.31 0.44 0.15 0.61 0.08 0.05 0.69 Control Delay (s/veh)71.2 5.7 47.8 28.8 30.3 23.0 45.2 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)71.2 5.8 47.8 28.8 30.3 23.0 45.2 Queue Length 50th (ft)33 5 12 183 11 7 108 Queue Length 95th (ft)108 54 46 #440 33 28 #280 Internal Link Dist (ft)197 509 445 238 Turn Bay Length (ft)80 180 75 Base Capacity (vph)619 1801 619 1501 497 693 496 Starvation Cap Reductn 0 253 0 0 0 0 0 Spillback Cap Reductn 0 0 0 36 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.49 0.04 0.58 0.04 0.03 0.48 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 14 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph)4 878 252 765 93 242 17 v/c Ratio 0.02 0.61 0.59 0.31 0.35 0.48 0.05 Control Delay (s/veh)38.0 18.9 32.2 6.8 29.5 7.3 17.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)38.0 18.9 32.2 6.8 29.5 7.3 17.5 Queue Length 50th (ft)1 118 78 39 30 0 2 Queue Length 95th (ft)12 273 208 175 76 40 17 Internal Link Dist (ft)509 1118 372 166 Turn Bay Length (ft)100 150 90 Base Capacity (vph)656 2214 656 2623 522 770 620 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.40 0.38 0.29 0.18 0.31 0.03 Intersection Summary Queues Opening Year Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: AM PEAK 01 - Opening Year AM Dublin Downtown Hines 7:00 am 07/03/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)309 638 138 141 440 136 85 818 109 140 704 563 v/c Ratio 0.83 0.83 0.33 0.47 0.74 0.44 0.20 0.95 0.24 0.31 0.78 1.00 Control Delay (s/veh)81.0 71.8 27.7 68.2 73.7 33.2 53.5 82.6 20.3 55.1 66.4 75.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)81.0 71.8 27.7 68.2 73.7 33.2 53.5 82.6 20.3 55.1 66.4 75.5 Queue Length 50th (ft)351 363 56 143 246 60 83 495 29 128 387 ~452 Queue Length 95th (ft)428 392 100 186 262 102 128 #524 66 178 413 #525 Internal Link Dist (ft)1118 764 1714 758 Turn Bay Length (ft)180 100 115 80 125 80 90 120 Base Capacity (vph)407 841 444 447 893 428 407 855 442 447 893 560 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.76 0.76 0.31 0.32 0.49 0.32 0.21 0.96 0.25 0.31 0.79 1.01 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Lane Group EBL EBR NBT NBR SBT SBR Lane Group Flow (vph)621 389 1485 654 802 396 v/c Ratio 1.00 0.47 0.50 0.42 0.33 0.24 Control Delay (s/veh)64.8 5.0 14.1 1.8 5.7 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)64.8 5.0 14.1 1.8 5.7 0.3 Queue Length 50th (ft)~117 0 77 0 38 0 Queue Length 95th (ft)#214 34 #353 49 50 0 Internal Link Dist (ft)808 634 Turn Bay Length (ft)430 425 570 Base Capacity (vph)620 824 2969 1529 2395 1636 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.00 0.47 0.50 0.43 0.33 0.24 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Lane Group WBL WBR NBT SBT Lane Group Flow (vph)259 777 1531 939 v/c Ratio 0.30 0.63 0.72 0.43 Control Delay (s/veh)19.8 15.9 16.6 7.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh)19.8 15.9 16.6 7.5 Queue Length 50th (ft)39 119 135 86 Queue Length 95th (ft)67 163 m248 121 Internal Link Dist (ft)1070 208 135 Turn Bay Length (ft)190 320 Base Capacity (vph)857 1280 2126 2164 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.30 0.61 0.72 0.43 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Queues Opening Year Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)244 378 300 868 239 182 353 952 1027 248 478 114 v/c Ratio 0.48 0.55 0.38 1.07 0.61 0.39 0.73 0.44 0.59 0.66 0.24 0.16 Control Delay (s/veh)59.5 53.8 5.6 110.6 63.3 24.2 66.9 32.6 15.4 69.2 32.6 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)59.5 53.8 5.6 110.6 63.3 24.2 66.9 32.6 15.4 69.2 32.6 1.2 Queue Length 50th (ft)107 173 0 ~284 198 61 161 215 207 113 102 0 Queue Length 95th (ft)153 199 39 m#364 m285 m119 207 315 371 157 165 8 Internal Link Dist (ft)732 623 581 1238 Turn Bay Length (ft)260 290 220 290 420 280 Base Capacity (vph)503 1018 1018 810 632 644 566 2135 1713 399 1968 711 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.37 0.29 1.07 0.38 0.28 0.62 0.45 0.60 0.62 0.24 0.16 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Opening Year Conditions 4: Regional St & Dublin Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)178 1429 119 905 336 60 118 194 37 207 v/c Ratio 0.76 0.56 0.61 0.29 1.18 0.25 0.39 0.86 0.21 0.62 Control Delay (s/veh)73.2 25.3 53.4 16.7 161.9 56.0 10.4 91.9 57.6 15.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)73.2 25.3 53.4 16.7 161.9 56.0 10.4 91.9 57.6 15.1 Queue Length 50th (ft)165 301 75 54 ~366 53 0 173 33 0 Queue Length 95th (ft)240 436 140 154 #563 83 45 #294 58 65 Internal Link Dist (ft)623 644 371 1175 Turn Bay Length (ft)215 205 105 105 110 110 Base Capacity (vph)272 2513 195 3024 284 536 535 246 496 564 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.57 0.61 0.30 1.18 0.11 0.22 0.79 0.07 0.37 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)159 1425 139 965 154 30 181 48 94 v/c Ratio 0.74 0.57 0.68 0.38 0.59 0.08 0.41 0.36 0.28 Control Delay (s/veh)91.1 16.1 74.5 24.2 71.9 44.4 8.9 69.9 17.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)91.1 16.1 74.5 24.2 71.9 44.4 8.9 69.9 17.5 Queue Length 50th (ft)123 362 52 321 71 22 0 43 17 Queue Length 95th (ft)m224 202 149 377 107 51 63 85 67 Internal Link Dist (ft)514 542 532 104 Turn Bay Length (ft)235 215 135 135 170 Base Capacity (vph)266 2494 212 2497 331 496 534 170 472 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.57 0.66 0.39 0.47 0.06 0.34 0.28 0.20 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Queues Opening Year Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)177 1263 297 860 200 118 163 295 209 127 81 v/c Ratio 0.62 0.64 0.75 0.37 0.26 0.70 0.55 0.60 0.61 0.42 0.23 Control Delay (s/veh)46.6 22.5 36.8 20.1 11.4 82.4 60.1 10.1 68.4 55.6 3.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)46.6 22.5 36.8 20.1 11.4 82.4 60.1 10.1 68.4 55.6 3.1 Queue Length 50th (ft)161 120 261 260 96 106 143 0 95 109 0 Queue Length 95th (ft)192 149 m#412 329 m167 170 197 78 135 158 11 Internal Link Dist (ft)542 1069 572 230 Turn Bay Length (ft)200 305 190 100 130 120 Base Capacity (vph)284 1958 392 2293 764 221 497 628 429 496 499 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.62 0.65 0.76 0.38 0.26 0.53 0.33 0.47 0.49 0.26 0.16 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Opening Year Conditions 8: Village Parkway & Dublin Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph)265 1442 175 1029 398 84 34 481 108 209 v/c Ratio 0.66 0.78 0.68 0.76 0.37 0.65 0.11 0.90 0.41 0.52 Control Delay (s/veh)89.2 21.2 72.2 52.3 3.6 86.6 42.9 79.2 57.5 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)89.2 21.2 72.2 52.3 3.6 86.6 42.9 79.2 57.5 10.2 Queue Length 50th (ft)130 171 154 319 0 75 11 228 95 0 Queue Length 95th (ft)144 #944 #240 373 72 133 24 #341 124 60 Internal Link Dist (ft)1069 4207 583 1714 Turn Bay Length (ft)255 200 415 100 220 55 Base Capacity (vph)454 1845 254 1351 1075 150 979 533 646 679 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.78 0.69 0.76 0.37 0.56 0.03 0.90 0.17 0.31 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)149 1056 729 496 812 361 786 1203 482 330 1015 v/c Ratio 0.56 0.60 0.48 0.84 0.49 0.44 1.03 0.78 0.36 0.78 0.59 Control Delay (s/veh)75.1 43.8 23.2 79.1 44.3 9.0 104.2 52.9 23.4 78.2 48.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)75.1 43.8 23.2 79.1 44.3 9.0 104.2 52.9 23.4 78.2 48.2 Queue Length 50th (ft)73 322 244 172 250 41 ~293 392 142 162 241 Queue Length 95th (ft)111 374 306 #251 297 131 #383 443 192 218 275 Internal Link Dist (ft)4207 2096 1589 1541 Turn Bay Length (ft)215 415 565 300 495 450 210 Base Capacity (vph)307 1757 1508 584 1636 814 756 1629 1289 449 1895 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.60 0.48 0.85 0.50 0.44 1.04 0.74 0.37 0.73 0.54 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year Conditions 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Lane Group EBL EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)100 104 77 354 9 126 201 202 v/c Ratio 0.31 0.23 0.14 0.49 0.02 0.29 0.46 0.46 Control Delay (s/veh)27.3 24.3 16.4 4.8 25.1 24.1 27.0 26.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)27.3 24.3 16.4 4.8 25.1 24.1 27.0 26.3 Queue Length 50th (ft)20 19 15 0 2 24 43 42 Queue Length 95th (ft)121 117 63 53 19 129 225 223 Internal Link Dist (ft)677 257 288 572 Turn Bay Length (ft)130 285 65 145 Base Capacity (vph)912 1277 1748 1538 1091 1105 1032 1029 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.08 0.04 0.23 0.01 0.11 0.19 0.20 Intersection Summary Queues Opening Year Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)44 40 63 151 152 328 162 636 534 267 372 42 v/c Ratio 0.18 0.16 0.22 0.41 0.41 0.56 0.53 0.54 0.61 0.49 0.22 0.08 Control Delay (s/veh)43.7 43.2 9.0 35.1 35.0 7.7 43.9 27.1 5.8 40.1 24.3 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)43.7 43.2 9.0 35.1 35.0 7.7 43.9 27.1 5.8 40.1 24.3 2.0 Queue Length 50th (ft)21 19 0 75 75 0 77 135 0 65 50 0 Queue Length 95th (ft)67 62 29 155 155 70 175 251 79 135 100 9 Internal Link Dist (ft)543 429 1238 739 Turn Bay Length (ft)65 60 130 200 280 300 Base Capacity (vph)589 620 582 783 792 881 589 2357 1216 1143 3387 992 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.06 0.11 0.19 0.19 0.37 0.28 0.27 0.44 0.23 0.11 0.04 Intersection Summary Queues Opening Year Conditions 12: Regional St & Amador Valley Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 11 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)75 776 247 434 167 28 139 32 29 v/c Ratio 0.30 0.60 0.57 0.23 0.51 0.06 0.29 0.09 0.06 Control Delay (s/veh)35.2 20.8 31.2 11.8 30.8 23.4 6.8 23.9 16.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)35.2 20.8 31.2 11.8 30.8 23.4 6.8 23.9 16.6 Queue Length 50th (ft)26 115 81 47 55 8 0 10 4 Queue Length 95th (ft)91 282 223 121 149 34 44 38 28 Internal Link Dist (ft)429 761 1175 245 Turn Bay Length (ft)105 105 100 100 35 Base Capacity (vph)932 2113 932 2246 619 842 784 621 783 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.37 0.27 0.19 0.27 0.03 0.18 0.05 0.04 Intersection Summary Queues Opening Year Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 12 Lane Group EBL EBT WBT NBT SBT SBR Lane Group Flow (vph)66 956 747 5 53 39 v/c Ratio 0.30 0.45 0.41 0.01 0.36 0.11 Control Delay (s/veh)41.8 19.6 12.3 0.2 40.2 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)41.8 19.6 12.3 0.2 40.2 0.7 Queue Length 50th (ft)26 107 41 0 22 0 Queue Length 95th (ft)99 #540 #126 0 71 0 Internal Link Dist (ft)761 197 106 622 Turn Bay Length (ft)80 45 Base Capacity (vph)672 2093 1898 604 392 680 Starvation Cap Reductn 0 0 104 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.46 0.42 0.01 0.14 0.06 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBT Lane Group Flow (vph)48 898 26 672 52 40 102 v/c Ratio 0.22 0.43 0.14 0.37 0.14 0.08 0.41 Control Delay (s/veh)64.7 8.0 43.3 22.1 26.0 13.4 31.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)64.7 8.1 43.3 22.1 26.0 13.4 31.9 Queue Length 50th (ft)20 1 10 102 16 3 33 Queue Length 95th (ft)m81 #125 52 341 69 35 105 Internal Link Dist (ft)197 509 445 238 Turn Bay Length (ft)80 180 75 Base Capacity (vph)672 2079 672 1890 509 663 556 Starvation Cap Reductn 0 207 0 0 0 0 0 Spillback Cap Reductn 0 0 0 31 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.48 0.04 0.36 0.10 0.06 0.18 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Opening Year Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 14 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph)4 951 232 503 177 291 7 v/c Ratio 0.02 0.68 0.61 0.22 0.52 0.46 0.01 Control Delay (s/veh)41.7 23.0 37.7 8.2 31.2 5.9 18.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)41.7 23.0 37.7 8.2 31.2 5.9 18.8 Queue Length 50th (ft)2 153 83 33 64 0 1 Queue Length 95th (ft)13 335 213 123 150 57 12 Internal Link Dist (ft)509 1118 372 166 Turn Bay Length (ft)100 150 90 Base Capacity (vph)582 1946 582 2383 494 774 609 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.49 0.40 0.21 0.36 0.38 0.01 Intersection Summary Queues Opening Year Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: PM PEAK 02 - Opening Year PM Dublin Downtown Hines 11:23 am 07/26/2023 Opening Year Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)284 595 228 118 312 57 175 365 131 54 274 244 v/c Ratio 0.59 0.59 0.44 0.39 0.52 0.18 0.55 0.54 0.35 0.19 0.50 0.55 Control Delay (s/veh)39.7 35.8 22.4 47.0 45.3 7.7 47.7 42.7 21.8 45.6 46.5 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)39.7 35.8 22.4 47.0 45.3 7.7 47.7 42.7 21.8 45.6 46.5 11.1 Queue Length 50th (ft)171 180 70 70 98 0 113 118 30 31 86 0 Queue Length 95th (ft)342 312 176 157 183 27 234 210 100 82 162 76 Internal Link Dist (ft)1118 764 1714 758 Turn Bay Length (ft)180 100 115 80 125 80 90 120 Base Capacity (vph)684 1430 704 752 1504 680 684 1433 703 752 1504 792 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.42 0.32 0.16 0.21 0.08 0.26 0.25 0.19 0.07 0.18 0.31 Intersection Summary Local Transportation Analysis │Dublin Commons August 2024 │ Final F – Opening Year Plus Phase 1 Traffic Conditions HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)202 197 277 651 209 107 311 519 748 175 583 216 Future Volume (veh/h)202 197 277 651 209 107 311 519 748 175 583 216 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 213 207 292 685 220 113 327 546 787 184 614 227 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 361 513 396 746 352 295 391 1614 1289 238 1388 428 Arrive On Green 0.10 0.14 0.14 0.05 0.06 0.06 0.11 0.30 0.30 0.07 0.26 0.26 Sat Flow, veh/h 3594 3696 2851 5224 1945 1627 3594 5310 2877 3594 5310 1639 Grp Volume(v), veh/h 213 207 292 685 220 113 327 546 787 184 614 227 Grp Sat Flow(s),veh/h/ln 1797 1848 1426 1741 1945 1627 1797 1770 1439 1797 1770 1639 Q Serve(g_s), s 7.9 7.2 13.8 18.3 15.5 5.5 12.5 11.2 29.2 7.1 13.5 8.1 Cycle Q Clear(g_c), s 7.9 7.2 13.8 18.3 15.5 5.5 12.5 11.2 29.2 7.1 13.5 8.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 361 513 396 746 352 295 391 1614 1289 238 1388 428 V/C Ratio(X)0.59 0.40 0.74 0.92 0.62 0.38 0.84 0.34 0.61 0.77 0.44 0.53 Avail Cap(c_a), veh/h 385 1056 815 746 625 523 590 1730 1352 359 1388 428 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 60.2 55.0 57.9 65.9 61.2 19.9 61.2 37.8 29.5 64.3 43.2 10.6 Incr Delay (d2), s/veh 2.1 0.7 3.8 15.5 2.4 1.1 6.5 0.2 0.9 5.3 0.9 4.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 3.4 5.1 9.7 8.4 4.0 6.0 4.8 10.0 3.4 6.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 62.3 55.7 61.7 81.4 63.5 21.0 67.7 38.0 30.4 69.6 44.1 14.9 LnGrp LOS E E E F E C E D C E D B Approach Vol, veh/h 712 1018 1660 1025 Approach Delay, s/veh 60.1 70.8 40.2 42.2 Approach LOS E E D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 25.0 24.4 14.3 47.9 19.1 30.4 20.2 42.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.4 5.0 5.0 5.0 5.4 Max Green Setting (Gmax), s 20.0 40.0 14.0 45.6 15.0 45.0 23.0 36.6 Max Q Clear Time (g_c+I1), s 20.3 15.8 9.1 31.2 9.9 17.5 14.5 15.5 Green Ext Time (p_c), s 0.0 3.7 0.2 8.1 0.3 2.4 0.7 6.7 Intersection Summary HCM 6th Ctrl Delay, s/veh 51.0 HCM 6th LOS D Notes User approved changes to right turn type. HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 4: Regional St & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 116 844 64 74 643 57 197 20 79 54 22 94 Future Volume (veh/h) 116 844 64 74 643 57 197 20 79 54 22 94 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 125 908 69 80 691 61 212 22 85 58 24 101 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 146 1900 144 140 2383 207 197 300 254 75 171 144 Arrive On Green 0.08 0.39 0.39 0.03 0.13 0.13 0.11 0.16 0.16 0.04 0.09 0.09 Sat Flow, veh/h 1781 4837 366 1781 6067 527 1781 1870 1579 1781 1870 1575 Grp Volume(v), veh/h 125 638 339 80 547 205 212 22 85 58 24 101 Grp Sat Flow(s),veh/h/ln1781 1702 1799 1781 1609 1768 1781 1870 1579 1781 1870 1575 Q Serve(g_s), s 9.7 19.6 19.7 6.2 14.4 14.7 15.5 1.4 4.0 4.5 1.7 8.7 Cycle Q Clear(g_c), s 9.7 19.6 19.7 6.2 14.4 14.7 15.5 1.4 4.0 4.5 1.7 8.7 Prop In Lane 1.00 0.20 1.00 0.30 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 146 1337 707 140 1896 695 197 300 254 75 171 144 V/C Ratio(X)0.85 0.48 0.48 0.57 0.29 0.29 1.07 0.07 0.34 0.78 0.14 0.70 Avail Cap(c_a), veh/h 146 1337 707 146 1896 695 197 538 455 184 525 442 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh63.4 31.8 31.8 65.9 43.2 43.4 62.2 49.9 18.7 66.4 58.5 61.7 Incr Delay (d2), s/veh 32.2 1.1 2.1 2.8 0.4 1.1 85.4 0.1 0.9 6.0 0.4 6.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.7 8.3 9.0 3.0 6.3 7.2 11.7 0.7 2.7 2.2 0.8 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 95.6 32.9 33.9 68.7 43.6 44.5 147.7 50.0 19.6 72.4 58.9 68.4 LnGrp LOS F C C E D D F D B E E E Approach Vol, veh/h 1102 832 319 183 Approach Delay, s/veh 40.3 46.2 106.8 68.4 Approach LOS D D F E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s16.0 60.0 20.0 17.5 16.0 60.0 10.4 27.2 Change Period (Y+Rc), s 5.0 * 5 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s11.5 * 55 15.5 39.3 11.5 55.0 14.5 40.3 Max Q Clear Time (g_c+I1), s8.2 21.7 17.5 10.7 11.7 16.7 6.5 6.0 Green Ext Time (p_c), s 0.0 10.7 0.0 0.5 0.0 8.1 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay, s/veh 53.2 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC Opening Year+Phase 1 Conditions 5: Dublin Blvd & Spruce Street Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 912 26 35 717 19 0 0 20 0 0 27 Future Vol, veh/h 0 912 26 35 717 19 0 0 20 0 0 27 Conflicting Peds, #/hr 10 0 3 3 0 10 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ---100 ----0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1002 29 38 788 21 0 0 22 0 0 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 1034 0 0 --519 --415 Stage 1 ------------ Stage 2 ------------ Critical Hdwy ---5.34 ----7.14 --7.14 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy ---3.12 ----3.92 --3.92 Pot Cap-1 Maneuver 0 --377 --0 0 429 0 0 501 Stage 1 0 -----0 0 -0 0 - Stage 2 0 -----0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver ---376 ----428 --496 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 0 0.7 13.9 12.7 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)428 --376 --496 HCM Lane V/C Ratio 0.051 --0.102 --0.06 HCM Control Delay (s/veh)13.9 --15.7 --12.7 HCM Lane LOS B --C --B HCM 95th %tile Q (veh)0.2 --0.3 --0.2 HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)143 617 175 79 634 10 111 16 126 20 14 26 Future Volume (veh/h)143 617 175 79 634 10 111 16 126 20 14 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 1.00 1.00 0.96 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 152 656 186 84 674 11 118 17 134 21 15 28 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 175 1708 475 104 2033 33 166 288 234 71 82 153 Arrive On Green 0.10 0.43 0.43 0.12 0.79 0.79 0.05 0.15 0.15 0.04 0.15 0.15 Sat Flow, veh/h 1781 3945 1097 1781 5175 84 3456 1870 1523 1781 561 1048 Grp Volume(v), veh/h 152 564 278 84 443 242 118 17 134 21 0 43 Grp Sat Flow(s),veh/h/ln 1781 1702 1638 1781 1702 1855 1728 1870 1523 1781 0 1609 Q Serve(g_s), s 11.8 15.8 16.2 6.4 5.3 5.3 4.7 1.1 11.4 1.6 0.0 3.3 Cycle Q Clear(g_c), s 11.8 15.8 16.2 6.4 5.3 5.3 4.7 1.1 11.4 1.6 0.0 3.3 Prop In Lane 1.00 0.67 1.00 0.05 1.00 1.00 1.00 0.65 Lane Grp Cap(c), veh/h 175 1474 709 104 1337 729 166 288 234 71 0 234 V/C Ratio(X)0.87 0.38 0.39 0.81 0.33 0.33 0.71 0.06 0.57 0.30 0.00 0.18 Avail Cap(c_a), veh/h 197 1474 709 197 1337 729 333 498 406 172 0 429 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 62.2 27.0 27.1 61.1 9.7 9.7 65.7 50.6 55.0 65.3 0.0 52.5 Incr Delay (d2), s/veh 26.8 0.8 1.6 5.4 0.6 1.2 2.1 0.0 0.8 0.9 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 6.6 6.7 2.9 1.8 2.1 2.1 0.5 4.5 0.8 0.0 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 89.0 27.7 28.7 66.5 10.3 10.9 67.8 50.6 55.8 66.2 0.0 52.6 LnGrp LOS F C C E B B E D E E D Approach Vol, veh/h 994 769 269 64 Approach Delay, s/veh 37.4 16.6 60.7 57.1 Approach LOS D B E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 12.7 65.6 11.2 25.1 18.3 60.0 10.1 26.2 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s 15.5 55.0 13.5 37.3 15.5 55.0 13.5 37.3 Max Q Clear Time (g_c+I1), s 8.4 18.2 6.7 5.3 13.8 7.3 3.6 13.4 Green Ext Time (p_c), s 0.0 9.3 0.1 0.1 0.0 7.3 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay, s/veh 33.4 HCM 6th LOS C HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 129 568 66 271 623 214 76 99 268 114 140 38 Future Volume (veh/h) 129 568 66 271 623 214 76 99 268 114 140 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 143 631 73 301 692 238 84 110 298 127 156 42 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 167 1432 164 322 2006 601 105 394 331 177 380 314 Arrive On Green 0.09 0.31 0.31 0.36 0.79 0.79 0.06 0.21 0.21 0.05 0.20 0.20 Sat Flow, veh/h 1781 4626 528 1781 5106 1531 1781 1870 1572 3456 1870 1547 Grp Volume(v), veh/h 143 462 242 301 692 238 84 110 298 127 156 42 Grp Sat Flow(s),veh/h/ln1781 1702 1750 1781 1702 1531 1781 1870 1572 1728 1870 1547 Q Serve(g_s), s 11.1 15.2 15.5 22.8 5.6 4.2 6.5 6.9 25.9 5.1 10.2 2.0 Cycle Q Clear(g_c), s 11.1 15.2 15.5 22.8 5.6 4.2 6.5 6.9 25.9 5.1 10.2 2.0 Prop In Lane 1.00 0.30 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 167 1053 542 322 2006 601 105 394 331 177 380 314 V/C Ratio(X)0.86 0.44 0.45 0.94 0.34 0.40 0.80 0.28 0.90 0.72 0.41 0.13 Avail Cap(c_a), veh/h 197 1053 542 388 2006 601 172 500 420 333 498 412 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.97 0.97 0.97 0.79 0.79 0.79 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh62.5 38.6 38.7 43.9 9.7 3.7 65.1 46.3 53.8 65.4 48.5 19.4 Incr Delay (d2), s/veh 25.7 1.3 2.6 23.2 0.4 1.5 4.9 0.4 17.8 5.3 0.7 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.2 6.5 7.1 10.5 1.8 2.1 3.1 3.3 11.9 2.4 4.9 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 88.2 39.9 41.3 67.1 10.1 5.3 70.0 46.7 71.6 70.7 49.2 19.6 LnGrp LOS F D D E B A E D E E D B Approach Vol, veh/h 847 1231 492 325 Approach Delay, s/veh 48.5 23.1 65.8 53.8 Approach LOS D C E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s29.8 48.3 12.7 33.1 18.1 60.0 11.7 34.2 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 5.0 * 5 4.5 * 4.7 Max Green Setting (Gmax), s30.5 40.0 13.5 37.3 15.5 * 55 13.5 * 37 Max Q Clear Time (g_c+I1), s24.8 17.5 8.5 12.2 13.1 7.6 7.1 27.9 Green Ext Time (p_c), s 0.5 6.3 0.0 1.0 0.1 9.9 0.2 1.2 Intersection Summary HCM 6th Ctrl Delay, s/veh 41.2 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 24 32 38 392 28 217 78 326 441 337 514 21 Future Volume (veh/h) 24 32 38 392 28 217 78 326 441 337 514 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 29 39 46 496 0 0 94 393 531 406 619 0 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 180 189 150 700 0 174 1418 624 491 2266 Arrive On Green 0.10 0.10 0.10 0.19 0.00 0.00 0.09 0.38 0.38 0.14 0.43 0.00 Sat Flow, veh/h 1853 1945 1551 3705 0 1648 1853 3696 1625 3594 5310 1648 Grp Volume(v), veh/h 29 39 46 496 0 0 94 393 531 406 619 0 Grp Sat Flow(s),veh/h/ln1853 1945 1551 1853 0 1648 1853 1848 1625 1797 1770 1648 Q Serve(g_s), s 1.4 1.8 2.7 12.4 0.0 0.0 4.8 7.2 29.5 10.8 7.5 0.0 Cycle Q Clear(g_c), s 1.4 1.8 2.7 12.4 0.0 0.0 4.8 7.2 29.5 10.8 7.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 180 189 150 700 0 174 1418 624 491 2266 V/C Ratio(X)0.16 0.21 0.31 0.71 0.00 0.54 0.28 0.85 0.83 0.27 Avail Cap(c_a), veh/h 470 493 393 1315 0 470 1874 824 911 2692 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh40.9 41.0 41.4 37.4 0.0 0.0 42.7 21.0 27.8 41.4 18.3 0.0 Incr Delay (d2), s/veh 0.2 0.2 0.4 0.5 0.0 0.0 1.0 0.1 7.6 1.4 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 0.9 1.1 5.6 0.0 0.0 2.2 3.0 12.0 4.7 2.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 41.0 41.2 41.9 37.9 0.0 0.0 43.6 21.1 35.4 42.8 18.4 0.0 LnGrp LOS D D D D D C D D B Approach Vol, veh/h 114 496 1018 1025 Approach Delay, s/veh 41.4 37.9 30.6 28.1 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s18.0 43.1 23.3 13.7 47.4 14.2 Change Period (Y+Rc), s 4.5 5.3 4.7 4.5 5.3 4.6 Max Green Setting (Gmax), s25.0 50.0 35.0 25.0 50.0 25.0 Max Q Clear Time (g_c+I1), s12.8 31.5 14.4 6.8 9.5 4.7 Green Ext Time (p_c), s 0.6 6.3 0.9 0.1 6.5 0.2 Intersection Summary HCM 6th Ctrl Delay, s/veh 31.5 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 12: Regional St & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 684 71 126 553 4 70 10 54 9 5 12 Future Volume (veh/h) 43 684 71 126 553 4 70 10 54 9 5 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 51 805 84 148 651 5 82 12 64 11 6 14 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 133 1509 157 251 1924 15 374 273 231 371 73 169 Arrive On Green 0.07 0.45 0.45 0.14 0.51 0.51 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1853 3364 351 1853 3759 29 1445 1945 1645 1374 517 1207 Grp Volume(v), veh/h 51 442 447 148 320 336 82 12 64 11 0 20 Grp Sat Flow(s),veh/h/ln1853 1848 1867 1853 1848 1940 1445 1945 1645 1374 0 1725 Q Serve(g_s), s 1.0 6.7 6.7 2.9 4.0 4.0 2.0 0.2 1.4 0.3 0.0 0.4 Cycle Q Clear(g_c), s 1.0 6.7 6.7 2.9 4.0 4.0 2.4 0.2 1.4 0.5 0.0 0.4 Prop In Lane 1.00 0.19 1.00 0.01 1.00 1.00 1.00 0.70 Lane Grp Cap(c), veh/h 133 829 838 251 946 993 374 273 231 371 0 242 V/C Ratio(X)0.38 0.53 0.53 0.59 0.34 0.34 0.22 0.04 0.28 0.03 0.00 0.08 Avail Cap(c_a), veh/h 1485 1720 1737 1485 1720 1805 1143 1309 1107 1103 0 1160 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh17.2 7.8 7.8 15.8 5.6 5.6 15.6 14.4 14.9 14.6 0.0 14.5 Incr Delay (d2), s/veh 0.7 0.8 0.8 0.8 0.3 0.3 0.1 0.0 0.2 0.0 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 1.9 2.0 1.1 1.0 1.0 0.6 0.1 0.4 0.1 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 17.8 8.5 8.5 16.6 5.9 5.9 15.7 14.5 15.2 14.6 0.0 14.6 LnGrp LOS B A A B A A B B B B B Approach Vol, veh/h 940 804 158 31 Approach Delay, s/veh 9.0 7.8 15.4 14.6 Approach LOS A A B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.2 23.8 8.8 8.7 21.3 8.8 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Setting (Gmax), s30.0 35.0 25.0 30.0 35.0 25.0 Max Q Clear Time (g_c+I1), s3.0 6.0 4.4 4.9 8.7 2.5 Green Ext Time (p_c), s 0.1 4.5 0.3 0.3 6.5 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 9.1 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)3 664 83 235 650 1 74 4 211 4 2 8 Future Volume (veh/h)3 664 83 235 650 1 74 4 211 4 2 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 0.98 0.98 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 4 800 100 283 783 1 89 5 254 5 2 10 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 44 1274 159 380 2154 3 418 20 345 143 77 195 Arrive On Green 0.02 0.39 0.39 0.20 0.57 0.57 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1853 3285 411 1853 3787 5 1369 95 1614 278 360 912 Grp Volume(v), veh/h 4 450 450 283 382 402 94 0 254 17 0 0 Grp Sat Flow(s),veh/h/ln1853 1848 1847 1853 1848 1944 1464 0 1614 1550 0 0 Q Serve(g_s), s 0.1 11.0 11.0 8.0 6.3 6.3 2.5 0.0 8.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.1 11.0 11.0 8.0 6.3 6.3 2.9 0.0 8.2 0.4 0.0 0.0 Prop In Lane 1.00 0.22 1.00 0.00 0.95 1.00 0.29 0.59 Lane Grp Cap(c), veh/h 44 717 716 380 1051 1106 438 0 345 415 0 0 V/C Ratio(X)0.09 0.63 0.63 0.75 0.36 0.36 0.21 0.00 0.74 0.04 0.00 0.00 Avail Cap(c_a), veh/h 700 1195 1195 700 1195 1258 677 0 610 654 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh26.6 13.8 13.8 20.8 6.5 6.5 18.4 0.0 20.5 17.4 0.0 0.0 Incr Delay (d2), s/veh 0.3 1.3 1.3 1.1 0.3 0.3 0.1 0.0 1.2 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 4.2 4.2 3.3 1.9 2.0 0.9 0.0 2.9 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 27.0 15.1 15.1 21.9 6.8 6.8 18.4 0.0 21.6 17.5 0.0 0.0 LnGrp LOS C B B C A A B C B Approach Vol, veh/h 904 1067 348 17 Approach Delay, s/veh 15.2 10.8 20.8 17.5 Approach LOS B B C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s14.8 25.5 15.4 4.7 35.6 15.4 Change Period (Y+Rc), s 4.5 5.0 4.6 4.5 5.0 4.6 Max Green Setting (Gmax), s20.0 35.0 20.0 20.0 35.0 20.0 Max Q Clear Time (g_c+I1), s10.0 13.0 2.4 2.1 8.3 10.2 Green Ext Time (p_c), s 0.5 6.2 0.0 0.0 5.5 0.7 Intersection Summary HCM 6th Ctrl Delay, s/veh 14.0 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 434 323 108 110 357 106 75 630 85 109 549 466 Future Volume (veh/h) 434 323 108 110 357 106 75 630 85 109 549 466 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 556 414 0 141 458 0 96 808 109 140 704 0 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 888 466 289 577 446 936 385 413 824 Arrive On Green 0.24 0.24 0.00 0.16 0.16 0.00 0.24 0.24 0.24 0.22 0.22 0.00 Sat Flow, veh/h 3705 1945 1648 1853 3696 1648 1853 3890 1603 1853 3696 1648 Grp Volume(v), veh/h 556 414 0 141 458 0 96 808 109 140 704 0 Grp Sat Flow(s),veh/h/ln1853 1945 1648 1853 1848 1648 1853 1945 1603 1853 1848 1648 Q Serve(g_s), s 19.7 30.1 0.0 10.2 17.5 0.0 6.1 29.2 8.1 9.3 26.8 0.0 Cycle Q Clear(g_c), s 19.7 30.1 0.0 10.2 17.5 0.0 6.1 29.2 8.1 9.3 26.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 888 466 289 577 446 936 385 413 824 V/C Ratio(X)0.63 0.89 0.49 0.79 0.22 0.86 0.28 0.34 0.85 Avail Cap(c_a), veh/h 1011 531 506 1009 506 1062 437 506 1009 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh49.8 53.8 0.0 56.5 59.5 0.0 44.6 53.3 45.3 47.9 54.7 0.0 Incr Delay (d2), s/veh 1.0 15.3 0.0 1.3 2.5 0.0 0.2 6.8 0.4 0.5 6.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.3 16.7 0.0 4.9 8.4 0.0 2.9 15.2 3.3 4.4 13.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 50.8 69.1 0.0 57.7 62.1 0.0 44.8 60.2 45.7 48.3 60.8 0.0 LnGrp LOS D E E E D E D D E Approach Vol, veh/h 970 599 1013 844 Approach Delay, s/veh 58.6 61.0 57.2 58.8 Approach LOS E E E E Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 28.2 40.2 40.4 37.7 Change Period (Y+Rc), s 5.3 5.0 5.3 5.0 Max Green Setting (Gmax), s 40.0 40.0 40.0 40.0 Max Q Clear Time (g_c+I1), s 19.5 31.2 32.1 28.8 Green Ext Time (p_c), s 3.4 4.1 3.0 3.9 Intersection Summary HCM 6th Ctrl Delay, s/veh 58.6 HCM 6th LOS E Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC Opening Year+Phase 1 Conditions 17: Amador Plaza Rd & Plaza Drive Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 28 0 442 264 35 Future Vol, veh/h 0 28 0 442 264 35 Conflicting Peds, #/hr 2 1 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 0 33 0 520 311 41 Major/Minor Minor2 Major1 Major2 Conflicting Flow All -334 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy -6.22 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.318 ---- Pot Cap-1 Maneuver 0 708 0 --- Stage 1 0 -0 --- Stage 2 0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver -707 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v 10.3 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)-707 -- HCM Lane V/C Ratio -0.047 -- HCM Control Delay (s/veh)-10.3 -- HCM Lane LOS -B -- HCM 95th %tile Q (veh)-0.1 -- HCM 6th TWSC Opening Year+Phase 1 Conditions 18: Amador Plaza Rd & First Street Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 11 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 0 37 0 0 60 80 287 75 48 262 14 Future Vol, veh/h 11 0 37 0 0 60 80 287 75 48 262 14 Conflicting Peds, #/hr 0 0 0 0 0 0 10 0 0 0 0 10 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length -----0 100 --60 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 90 92 90 90 90 92 92 90 90 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 12 0 40 0 0 67 87 312 83 53 285 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 970 978 303 --354 310 0 0 395 0 0 Stage 1 409 409 ---------- Stage 2 561 569 ---------- Critical Hdwy 7.12 6.52 6.22 --6.22 4.12 --4.12 -- Critical Hdwy Stg 1 6.12 5.52 ---------- Critical Hdwy Stg 2 6.12 5.52 ---------- Follow-up Hdwy 3.518 4.018 3.318 --3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 233 250 737 0 0 690 1250 --1164 -- Stage 1 619 596 -0 0 ------- Stage 2 512 506 -0 0 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 191 220 730 --690 1239 --1164 -- Mov Cap-2 Maneuver 191 220 ---------- Stage 1 570 563 ---------- Stage 2 430 471 ---------- Approach EB WB NB SB HCM Control Delay, s/v 14.2 10.8 1.5 1.2 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1239 --443 690 1164 -- HCM Lane V/C Ratio 0.07 --0.118 0.097 0.046 -- HCM Control Delay (s/veh)8.1 --14.2 10.8 8.2 -- HCM Lane LOS A --B B A -- HCM 95th %tile Q (veh)0.2 --0.4 0.3 0.1 -- HCM 6th TWSC Opening Year+Phase 1 Conditions 19: Amador Plaza Rd & Second Street Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 12 Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 9 3 0 2 11 322 4 1 284 2 Future Vol, veh/h 2 0 9 3 0 2 11 322 4 1 284 2 Conflicting Peds, #/hr 0 0 4 4 0 0 4 0 2 2 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------100 --60 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 0 11 4 0 2 13 388 5 1 342 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 767 770 351 774 769 393 348 0 0 395 0 0 Stage 1 349 349 -419 419 ------- Stage 2 418 421 -355 350 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 -- Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 319 331 692 316 332 656 1211 --1164 -- Stage 1 667 633 -612 590 ------- Stage 2 612 589 -662 633 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 314 325 687 307 326 655 1207 --1162 -- Mov Cap-2 Maneuver 314 325 -307 326 ------- Stage 1 658 630 -604 582 ------- Stage 2 603 581 -649 630 ------- Approach EB WB NB SB HCM Control Delay, s/v 11.5 14.4 0.3 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1207 --565 390 1162 -- HCM Lane V/C Ratio 0.011 --0.023 0.015 0.001 -- HCM Control Delay (s/veh)8 --11.5 14.4 8.1 -- HCM Lane LOS A --B B A -- HCM 95th %tile Q (veh)0 --0.1 0 0 -- HCM 6th TWSC Opening Year+Phase 1 Conditions 20: Amador Plaza Rd & Third Street Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 13 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 7 10 0 2 8 280 14 12 289 2 Future Vol, veh/h 2 0 7 10 0 2 8 280 14 12 289 2 Conflicting Peds, #/hr 0 0 6 6 0 0 6 0 0 0 0 6 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------100 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 0 9 12 0 2 10 341 17 15 352 2 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 760 767 365 764 760 350 360 0 0 358 0 0 Stage 1 389 389 -370 370 ------- Stage 2 371 378 -394 390 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 -- Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 323 332 680 321 336 693 1199 --1201 -- Stage 1 635 608 -650 620 ------- Stage 2 649 615 -631 608 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 315 324 673 310 328 693 1193 --1201 -- Mov Cap-2 Maneuver 315 324 -310 328 ------- Stage 1 626 598 -645 615 ------- Stage 2 641 610 -612 598 ------- Approach EB WB NB SB HCM Control Delay, s/v 11.8 16 0.2 0.3 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1193 --537 341 1201 -- HCM Lane V/C Ratio 0.008 --0.02 0.043 0.012 -- HCM Control Delay (s/veh)8 --11.8 16 8 -- HCM Lane LOS A --B C A -- HCM 95th %tile Q (veh)0 --0.1 0.1 0 -- HCM 6th AWSC Opening Year+Phase 1 Conditions 21: First Street Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 14 Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 32 0 0 15 69 15 Future Vol, veh/h 32 0 0 15 69 15 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 36 0 0 17 77 17 Number of Lanes 1 0 0 1 1 0 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 1 HCM Control Delay, s/veh 7.3 7.3 7.6 HCM LOS A A A Lane NBLn1 EBLn1 WBLn1 Vol Left, %82%0%0% Vol Thru, %0% 100% 100% Vol Right, %18%0%0% Sign Control Stop Stop Stop Traffic Vol by Lane 84 32 15 LT Vol 69 0 0 Through Vol 0 32 15 RT Vol 15 0 0 Lane Flow Rate 93 36 17 Geometry Grp 1 1 1 Degree of Util (X)0.106 0.041 0.019 Departure Headway (Hd)4.083 4.111 4.126 Convergence, Y/N Yes Yes Yes Cap 877 866 862 Service Time 2.108 2.16 2.179 HCM Lane V/C Ratio 0.106 0.042 0.02 HCM Control Delay, s/veh 7.6 7.3 7.3 HCM Lane LOS A A A HCM 95th-tile Q 0.4 0.1 0.1 HCM 6th AWSC Opening Year+Phase 1 Conditions 22: First Street & Golden Gate Dr Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 15 Intersection Intersection Delay, s/veh 7.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 16 6 4 42 38 0 0 0 16 13 12 Future Vol, veh/h 6 16 6 4 42 38 0 0 0 16 13 12 Peak Hour Factor 0.92 0.92 0.90 0.90 0.92 0.92 0.90 0.90 0.90 0.92 0.90 0.92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 7 17 7 4 46 41 0 0 0 17 14 13 Number of Lanes 0 1 0 0 1 0 0 0 0 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay, s/veh7.2 7.2 7.3 HCM LOS A A A Lane EBLn1WBLn1SBLn1 Vol Left, %21%5% 39% Vol Thru, %57% 50% 32% Vol Right, %21% 45% 29% Sign Control Stop Stop Stop Traffic Vol by Lane 28 84 41 LT Vol 6 4 16 Through Vol 16 42 13 RT Vol 6 38 12 Lane Flow Rate 31 91 45 Geometry Grp 1 1 1 Degree of Util (X)0.034 0.096 0.05 Departure Headway (Hd)3.996 3.774 4.046 Convergence, Y/N Yes Yes Yes Cap 894 949 881 Service Time 2.029 1.799 2.088 HCM Lane V/C Ratio 0.035 0.096 0.051 HCM Control Delay, s/veh 7.2 7.2 7.3 HCM Lane LOS A A A HCM 95th-tile Q 0.1 0.3 0.2 HCM 6th AWSC Opening Year+Phase 1 Conditions 23: Spruce Street & First Street Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 16 Intersection Intersection Delay, s/veh 7 Intersection LOS A Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 20 0 8 10 0 10 Future Vol, veh/h 20 0 8 10 0 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 22 0 9 11 0 11 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach RightSB WB Conflicting Lanes Right 1 1 0 HCM Control Delay, s/veh7.3 6.7 7 HCM LOS A A A Lane NBLn1WBLn1SBLn1 Vol Left, %0% 100%0% Vol Thru, %44%0% 100% Vol Right, %56%0%0% Sign Control Stop Stop Stop Traffic Vol by Lane 18 20 10 LT Vol 0 20 0 Through Vol 8 0 10 RT Vol 10 0 0 Lane Flow Rate 20 22 11 Geometry Grp 1 1 1 Degree of Util (X)0.02 0.025 0.012 Departure Headway (Hd)3.646 4.187 3.986 Convergence, Y/N Yes Yes Yes Cap 984 858 900 Service Time 1.66 2.196 2 HCM Lane V/C Ratio 0.02 0.026 0.012 HCM Control Delay, s/veh 6.7 7.3 7 HCM Lane LOS A A A HCM 95th-tile Q 0.1 0.1 0 HCM 6th AWSC Opening Year+Phase 1 Conditions 24: Golden Gate Dr & Second Street Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 17 Intersection Intersection Delay, s/veh 7.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 1 0 10 0 27 2 7 31 0 Future Vol, veh/h 0 0 0 1 0 10 0 27 2 7 31 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 1 0 11 0 29 2 8 34 0 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 0 6.6 7.1 7.2 HCM LOS -A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, %0%0%9% 18% Vol Thru, %93% 100%0% 82% Vol Right, %7%0% 91%0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 29 0 11 38 LT Vol 0 0 1 7 Through Vol 27 0 0 31 RT Vol 2 0 10 0 Lane Flow Rate 32 0 12 41 Geometry Grp 1 1 1 1 Degree of Util (X)0.035 0 0.012 0.046 Departure Headway (Hd)3.945 4.07 3.532 4.016 Convergence, Y/N Yes Yes Yes Yes Cap 911 0 1011 895 Service Time 1.955 2.102 1.563 2.024 HCM Lane V/C Ratio 0.035 0 0.012 0.046 HCM Control Delay, s/veh 7.1 7.1 6.6 7.2 HCM Lane LOS A N A A HCM 95th-tile Q 0.1 0 0 0.1 HCM 6th AWSC Opening Year+Phase 1 Conditions 25: Spruce Street & Second Street Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 18 Intersection Intersection Delay, s/veh 7 Intersection LOS A Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 0 8 0 0 9 Future Vol, veh/h 0 0 8 0 0 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 0 0 9 0 0 10 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach RightSB WB Conflicting Lanes Right 1 1 0 HCM Control Delay, s/veh 0 7 7 HCM LOS -A A Lane NBLn1WBLn1SBLn1 Vol Left, %0%0%0% Vol Thru, %100% 100% 100% Vol Right, %0%0%0% Sign Control Stop Stop Stop Traffic Vol by Lane 8 0 9 LT Vol 0 0 0 Through Vol 8 0 9 RT Vol 0 0 0 Lane Flow Rate 9 0 10 Geometry Grp 1 1 1 Degree of Util (X)0.01 0 0.011 Departure Headway (Hd)3.941 3.967 3.941 Convergence, Y/N Yes Yes Yes Cap 913 0 913 Service Time 1.943 1.975 1.942 HCM Lane V/C Ratio 0.01 0 0.011 HCM Control Delay, s/veh 7 7 7 HCM Lane LOS A N A HCM 95th-tile Q 0 0 0 HCM 6th AWSC Opening Year+Phase 1 Conditions 26: Golden Gate Dr & Third Street Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 19 Intersection Intersection Delay, s/veh 7.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 1 1 1 0 6 0 23 5 10 47 9 Future Vol, veh/h 6 1 1 1 0 6 0 23 5 10 47 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 7 1 1 1 0 7 0 25 5 11 51 10 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh7.3 6.7 7.1 7.3 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, %0% 75% 14% 15% Vol Thru, %82% 13%0% 71% Vol Right, %18% 13% 86% 14% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 28 8 7 66 LT Vol 0 6 1 10 Through Vol 23 1 0 47 RT Vol 5 1 6 9 Lane Flow Rate 30 9 8 72 Geometry Grp 1 1 1 1 Degree of Util (X)0.033 0.01 0.008 0.078 Departure Headway (Hd)3.91 4.192 3.632 3.934 Convergence, Y/N Yes Yes Yes Yes Cap 917 851 981 914 Service Time 1.928 2.232 1.672 1.945 HCM Lane V/C Ratio 0.033 0.011 0.008 0.079 HCM Control Delay, s/veh 7.1 7.3 6.7 7.3 HCM Lane LOS A A A A HCM 95th-tile Q 0.1 0 0 0.3 HCM 6th AWSC Opening Year+Phase 1 Conditions 27: Golden Gate Dr & St Patrick Way Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 20 Intersection Intersection Delay, s/veh11.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 119 65 9 145 38 35 6 111 38 58 120 55 Future Vol, veh/h 119 65 9 145 38 35 6 111 38 58 120 55 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 132 72 10 161 42 39 7 123 42 64 133 61 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 1 2 2 HCM Control Delay, s/veh11.1 11.4 10.5 13.9 HCM LOS B B B B Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %5%0% 100%0% 100%0% 25% Vol Thru, %95%0%0% 88%0% 52% 52% Vol Right, %0% 100%0% 12%0% 48% 24% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 117 38 119 74 145 73 233 LT Vol 6 0 119 0 145 0 58 Through Vol 111 0 0 65 0 38 120 RT Vol 0 38 0 9 0 35 55 Lane Flow Rate 130 42 132 82 161 81 259 Geometry Grp 5 5 5 5 5 5 4b Degree of Util (X)0.231 0.066 0.249 0.141 0.302 0.133 0.44 Departure Headway (Hd)6.385 5.648 6.782 6.187 6.738 5.889 6.118 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 560 632 529 578 533 608 588 Service Time 4.141 3.404 4.537 3.941 4.49 3.64 4.168 HCM Lane V/C Ratio 0.232 0.066 0.25 0.142 0.302 0.133 0.44 HCM Control Delay, s/veh 11.1 8.8 11.8 10 12.4 9.5 13.9 HCM Lane LOS B A B A B A B HCM 95th-tile Q 0.9 0.2 1 0.5 1.3 0.5 2.2 HCM Signalized Intersection Capacity Analysis Opening Year+Phase 1 Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)479 0 505 0 0 0 0 451 247 0 1401 485 Future Volume (vph)479 0 505 0 0 0 0 451 247 0 1401 485 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 1636 3657 1636 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 1636 3657 1636 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)504 0 532 0 0 0 0 475 260 0 1475 511 RTOR Reduction (vph)0 0 62 0 0 0 0 0 44 0 0 0 Lane Group Flow (vph)504 0 470 0 0 0 0 475 216 0 1475 511 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr)2 Turn Type Prot Prot NA custom NA custom Protected Phases 8 8 2 2 8 6 6 8 Permitted Phases 2 6 Actuated Green, G (s)18.6 18.6 31.9 56.2 38.7 67.5 Effective Green, g (s)18.6 18.6 31.9 56.2 38.7 63.0 Actuated g/C Ratio 0.28 0.28 0.47 0.83 0.57 0.93 Clearance Time (s)4.5 4.5 5.7 5.7 Vehicle Extension (s)2.5 2.5 2.5 2.5 Lane Grp Cap (vph)977 793 2483 1362 2096 1526 v/s Ratio Prot 0.14 c0.16 0.09 0.13 c0.40 0.31 v/s Ratio Perm v/c Ratio 0.51 0.59 0.19 0.15 0.70 0.33 Uniform Delay, d1 20.6 21.1 10.3 1.0 10.2 0.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 1.0 0.0 0.0 1.0 0.0 Delay (s)20.9 22.1 10.3 1.1 11.3 0.3 Level of Service C C B A B A Approach Delay (s/veh)21.5 0.0 7.0 8.4 Approach LOS C A A A Intersection Summary HCM 2000 Control Delay (s/veh)11.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s)67.5 Sum of lost time (s)13.2 Intersection Capacity Utilization 64.9%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year+Phase 1 Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)956 763 815 0 0 930 Future Volume (vph)956 763 815 0 0 930 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 3657 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 3657 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)1039 829 886 0 0 1011 RTOR Reduction (vph)0 33 0 0 0 0 Lane Group Flow (vph)1039 796 886 0 0 1011 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr)2 Turn Type Prot custom NA NA Protected Phases 8 1 8 2 6 Permitted Phases Actuated Green, G (s)27.6 38.3 18.6 29.3 Effective Green, g (s)27.6 38.3 18.6 29.3 Actuated g/C Ratio 0.41 0.57 0.28 0.44 Clearance Time (s)4.5 5.7 5.7 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)1458 1643 1456 1596 v/s Ratio Prot c0.29 0.28 0.17 c0.28 v/s Ratio Perm v/c Ratio 0.71 0.48 0.60 0.63 Uniform Delay, d1 16.4 8.5 21.0 14.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.0 0.7 0.8 Delay (s)18.1 8.6 21.8 15.5 Level of Service B A C B Approach Delay (s/veh)13.9 21.8 15.5 Approach LOS B C B Intersection Summary HCM 2000 Control Delay (s/veh)16.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s)67.1 Sum of lost time (s)14.7 Intersection Capacity Utilization 83.1%ICU Level of Service E Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year+Phase 1 Conditions 8: Village Parkway & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)170 587 210 128 871 694 22 7 1 501 86 169 Future Volume (vph)170 587 210 128 871 694 22 7 1 501 86 169 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 5.0 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 0.97 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)3547 3478 1829 5255 1636 1829 3590 3547 1925 1613 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm)3547 3478 1829 5255 1636 1829 3590 3547 1925 1613 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)191 660 236 144 979 780 25 8 1 563 97 190 RTOR Reduction (vph)0 18 0 0 0 335 0 1 0 0 0 157 Lane Group Flow (vph)191 878 0 144 979 445 25 8 0 563 97 33 Confl. Peds. (#/hr)6 5 5 6 2 3 3 2 Turn Type Prot NA Prot NA custom Prot NA Prot NA Perm Protected Phases 5 2 1 6 9 6 3 8 7 4 Permitted Phases 6 4 Actuated Green, G (s)12.7 69.0 23.5 40.0 79.8 4.5 8.0 20.5 24.0 24.0 Effective Green, g (s)12.7 69.0 23.5 40.0 79.8 4.5 8.0 20.5 24.0 24.0 Actuated g/C Ratio 0.09 0.49 0.17 0.29 0.57 0.03 0.06 0.15 0.17 0.17 Clearance Time (s)4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 5.0 Vehicle Extension (s)3.0 4.0 3.0 4.0 2.0 2.0 5.0 4.0 4.0 Lane Grp Cap (vph)321 1714 307 1501 932 58 205 519 330 276 v/s Ratio Prot c0.05 c0.25 0.08 c0.19 0.27 0.01 0.00 c0.16 c0.05 v/s Ratio Perm 0.02 v/c Ratio 0.59 0.51 0.46 0.65 0.47 0.43 0.03 1.08 0.29 0.11 Uniform Delay, d1 61.1 24.0 52.6 43.8 17.7 66.4 62.3 59.7 50.6 49.0 Progression Factor 0.82 1.18 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.8 1.0 1.1 2.2 1.7 1.8 0.0 64.4 0.6 0.2 Delay (s)52.9 29.6 53.7 46.1 19.5 68.3 62.3 124.1 51.2 49.3 Level of Service D C D D B E E F D D Approach Delay (s/veh)33.7 35.7 66.7 99.1 Approach LOS C D E F Intersection Summary HCM 2000 Control Delay (s/veh)49.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s)140.0 Sum of lost time (s)24.0 Intersection Capacity Utilization 67.8%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year+Phase 1 Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)87 578 486 373 1113 315 752 697 410 328 1311 108 Future Volume (vph)87 578 486 373 1113 315 752 697 410 328 1311 108 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)5.0 6.0 6.0 5.0 5.5 4.0 5.0 5.5 5.5 5.0 5.5 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6539 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6539 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)93 615 517 397 1184 335 800 741 436 349 1395 115 RTOR Reduction (vph)0 0 27 0 0 212 0 0 65 0 9 0 Lane Group Flow (vph)93 615 490 397 1184 123 800 741 371 349 1501 0 Confl. Peds. (#/hr)11 1 1 11 2 2 Confl. Bikes (#/hr)1 Turn Type Prot NA pt+ov Prot NA custom Prot NA pt+ov Prot NA Protected Phases 5 2 2 3 1 6 9 6 3 8 8 1 7 4 Permitted Phases 6 Actuated Green, G (s)9.4 49.7 77.7 14.3 46.0 55.1 22.0 46.4 66.2 18.1 42.5 Effective Green, g (s)9.4 49.7 77.7 14.3 46.0 55.1 22.0 46.4 66.2 18.1 42.5 Actuated g/C Ratio 0.06 0.33 0.52 0.10 0.31 0.37 0.15 0.31 0.44 0.12 0.28 Clearance Time (s)5.0 6.0 5.0 5.5 5.0 5.5 5.0 5.5 Vehicle Extension (s)3.0 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Lane Grp Cap (vph)222 1741 1491 491 1611 600 756 1625 1271 428 1852 v/s Ratio Prot 0.03 0.12 0.17 c0.08 c0.23 c0.08 c0.16 c0.14 0.13 0.10 c0.23 v/s Ratio Perm v/c Ratio 0.41 0.35 0.32 0.80 0.73 0.20 1.05 0.45 0.29 0.81 0.81 Uniform Delay, d1 67.6 37.9 21.0 66.5 46.5 32.4 63.9 41.6 26.8 64.3 50.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.2 0.5 0.1 9.4 3.0 0.0 49.2 0.3 0.2 11.3 3.1 Delay (s)68.9 38.5 21.1 75.9 49.5 32.5 113.2 42.0 27.0 75.6 53.1 Level of Service E D C E D C F D C E D Approach Delay (s/veh)33.5 52.0 67.5 57.3 Approach LOS C D E E Intersection Summary HCM 2000 Control Delay (s/veh)54.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s)150.0 Sum of lost time (s)25.0 Intersection Capacity Utilization 93.5%ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year+Phase 1 Conditions 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)44 81 40 64 94 299 11 98 34 227 109 49 Future Volume (vph)44 81 40 64 94 299 11 98 34 227 109 49 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.99 Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 0.85 1.00 0.96 1.00 0.96 Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 0.95 0.99 Satd. Flow (prot)1827 1830 1886 1615 1829 1845 1737 1733 Flt Permitted 0.64 1.00 0.84 1.00 0.95 1.00 0.95 0.99 Satd. Flow (perm)1247 1830 1619 1615 1829 1845 1737 1733 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)48 88 43 70 102 325 12 107 37 247 118 53 RTOR Reduction (vph)0 10 0 0 0 208 0 8 0 0 8 0 Lane Group Flow (vph)48 121 0 0 172 117 12 136 0 210 200 0 Confl. Peds. (#/hr)1 1 2 1 1 2 Turn Type Perm NA Perm NA Perm Split NA Split NA Protected Phases 2 6 8 8 7 7 Permitted Phases 2 6 6 Actuated Green, G (s)22.6 22.6 22.6 22.6 12.1 12.1 14.1 14.1 Effective Green, g (s)22.6 22.6 22.6 22.6 12.1 12.1 14.1 14.1 Actuated g/C Ratio 0.36 0.36 0.36 0.36 0.19 0.19 0.22 0.22 Clearance Time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Vehicle Extension (s)2.0 2.0 4.0 4.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph)448 657 581 580 351 354 389 388 v/s Ratio Prot 0.07 0.01 c0.07 c0.12 0.12 v/s Ratio Perm 0.04 c0.11 0.07 v/c Ratio 0.10 0.18 0.29 0.20 0.03 0.38 0.53 0.51 Uniform Delay, d1 13.4 13.8 14.4 13.9 20.6 22.1 21.5 21.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.0 0.3 0.2 0.0 0.2 0.7 0.4 Delay (s)13.4 13.8 14.8 14.1 20.6 22.4 22.2 21.8 Level of Service B B B B C C C C Approach Delay (s/veh)13.7 14.3 22.2 22.0 Approach LOS B B C C Intersection Summary HCM 2000 Control Delay (s/veh)17.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length (s)62.9 Sum of lost time (s)17.1 Intersection Capacity Utilization 49.9%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year+Phase 1 Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)74 661 7 0 652 33 3 0 2 49 0 62 Future Volume (vph)74 661 7 0 652 33 3 0 2 49 0 62 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.9 4.6 4.6 3.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 0.99 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 Frt 1.00 0.99 0.99 0.95 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.96 0.95 1.00 Satd. Flow (prot)1829 3651 3624 1771 1827 1636 Flt Permitted 0.95 1.00 1.00 0.87 0.75 1.00 Satd. Flow (perm)1829 3651 3624 1611 1450 1636 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph)88 787 8 0 776 39 4 0 2 58 0 74 RTOR Reduction (vph)0 1 0 0 3 0 0 5 0 0 0 62 Lane Group Flow (vph)88 794 0 0 812 0 0 1 0 0 58 12 Confl. Peds. (#/hr)14 1 1 14 1 1 Turn Type Prot NA NA Perm NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s)7.2 35.2 32.2 14.1 12.9 12.9 Effective Green, g (s)8.3 36.3 33.3 14.1 12.9 14.0 Actuated g/C Ratio 0.09 0.40 0.37 0.16 0.14 0.16 Clearance Time (s)4.5 5.0 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)169 1475 1343 252 208 255 v/s Ratio Prot c0.05 c0.22 c0.22 v/s Ratio Perm 0.00 c0.04 0.01 v/c Ratio 0.52 0.53 0.60 0.00 0.27 0.04 Uniform Delay, d1 38.8 20.3 22.9 31.9 34.3 32.2 Progression Factor 1.00 1.00 0.45 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.4 0.7 0.0 0.2 0.0 Delay (s)40.1 20.8 11.1 31.9 34.5 32.2 Level of Service D C B C C C Approach Delay (s/veh)22.7 11.1 31.9 33.2 Approach LOS C B C C Intersection Summary HCM 2000 Control Delay (s/veh)18.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38 Actuated Cycle Length (s)89.8 Sum of lost time (s)17.6 Intersection Capacity Utilization 39.4%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year+Phase 1 Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)60 598 54 37 609 102 24 15 15 137 17 52 Future Volume (vph)60 598 54 37 609 102 24 15 15 137 17 52 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.4 3.9 3.5 3.5 3.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Frt 1.00 0.98 1.00 0.97 1.00 0.92 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.96 Satd. Flow (prot)1829 3606 1829 3559 1828 1766 1788 Flt Permitted 0.95 1.00 0.95 1.00 0.64 1.00 0.77 Satd. Flow (perm)1829 3606 1829 3559 1238 1766 1437 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph)71 712 64 44 725 121 29 18 18 163 20 62 RTOR Reduction (vph)0 4 0 0 9 0 0 14 0 0 10 0 Lane Group Flow (vph)71 772 0 44 837 0 29 22 0 0 235 0 Confl. Peds. (#/hr)9 9 1 6 6 1 Confl. Bikes (#/hr)1 5 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 5 2 1 6 7 3 Permitted Phases 7 3 Actuated Green, G (s)7.2 35.2 4.2 32.2 17.6 17.6 18.8 Effective Green, g (s)8.3 36.3 5.3 33.3 18.7 18.7 19.9 Actuated g/C Ratio 0.09 0.40 0.06 0.37 0.21 0.21 0.22 Clearance Time (s)4.5 5.0 4.5 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)169 1457 107 1319 257 367 318 v/s Ratio Prot c0.04 c0.21 0.02 c0.24 0.01 v/s Ratio Perm 0.02 c0.16 v/c Ratio 0.42 0.52 0.41 0.63 0.11 0.05 0.73 Uniform Delay, d1 38.4 20.2 40.7 23.2 28.8 28.4 32.5 Progression Factor 1.65 0.31 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.4 0.9 1.1 0.0 0.0 7.5 Delay (s)64.1 6.6 41.6 24.3 28.8 28.5 40.0 Level of Service E A D C C C D Approach Delay (s/veh)11.5 25.2 28.6 40.0 Approach LOS B C C D Intersection Summary HCM 2000 Control Delay (s/veh)21.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s)89.8 Sum of lost time (s)15.4 Intersection Capacity Utilization 53.0%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)234 367 288 889 234 183 339 914 1040 231 459 109 Future Volume (veh/h)234 367 288 889 234 183 339 914 1040 231 459 109 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.97 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 244 382 300 926 244 191 353 952 1083 241 478 114 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 359 568 433 821 410 336 415 2449 1783 295 2273 701 Arrive On Green 0.10 0.15 0.15 0.16 0.21 0.21 0.12 0.46 0.46 0.08 0.43 0.43 Sat Flow, veh/h 3594 3696 2816 5224 1945 1593 3594 5310 2876 3594 5310 1639 Grp Volume(v), veh/h 244 382 300 926 244 191 353 952 1083 241 478 114 Grp Sat Flow(s),veh/h/ln 1797 1848 1408 1741 1945 1593 1797 1770 1438 1797 1770 1639 Q Serve(g_s), s 9.2 13.7 14.1 22.0 15.8 12.1 13.5 16.5 32.3 9.2 7.9 4.2 Cycle Q Clear(g_c), s 9.2 13.7 14.1 22.0 15.8 12.1 13.5 16.5 32.3 9.2 7.9 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 359 568 433 821 410 336 415 2449 1783 295 2273 701 V/C Ratio(X)0.68 0.67 0.69 1.13 0.59 0.57 0.85 0.39 0.61 0.82 0.21 0.16 Avail Cap(c_a), veh/h 385 1030 785 821 639 523 565 2449 1783 385 2273 701 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 1.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 60.8 55.9 56.1 59.0 49.8 32.1 60.7 24.8 16.4 63.2 25.2 11.9 Incr Delay (d2), s/veh 4.4 2.0 2.8 70.4 1.6 1.7 9.0 0.5 1.5 9.7 0.1 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 6.5 5.1 15.0 7.9 4.8 6.6 6.9 10.4 4.6 3.3 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 65.2 57.9 58.9 129.4 51.4 33.9 69.7 25.2 17.9 72.9 25.2 12.1 LnGrp LOS E E E F D C E C B E C B Approach Vol, veh/h 926 1361 2388 833 Approach Delay, s/veh 60.2 102.0 28.5 37.2 Approach LOS E F C D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 27.0 26.5 16.5 70.0 19.0 34.5 21.2 65.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.4 5.0 5.0 5.0 5.4 Max Green Setting (Gmax), s 22.0 39.0 15.0 43.6 15.0 46.0 22.0 36.6 Max Q Clear Time (g_c+I1), s 24.0 16.1 11.2 34.3 11.2 17.8 15.5 9.9 Green Ext Time (p_c), s 0.0 5.4 0.3 7.8 0.3 3.2 0.7 5.1 Intersection Summary HCM 6th Ctrl Delay, s/veh 53.3 HCM 6th LOS D Notes User approved changes to right turn type. HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 4: Regional St & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 1233 176 113 814 119 319 57 112 187 35 197 Future Volume (veh/h) 169 1233 176 113 814 119 319 57 112 187 35 197 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 178 1298 185 119 857 125 336 60 118 197 37 207 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 199 1481 211 363 2424 347 286 387 324 220 318 266 Arrive On Green 0.22 0.66 0.66 0.20 0.42 0.42 0.16 0.21 0.21 0.12 0.17 0.17 Sat Flow, veh/h 1781 4506 642 1781 5718 820 1781 1870 1567 1781 1870 1563 Grp Volume(v), veh/h 178 981 502 119 721 261 336 60 118 197 37 207 Grp Sat Flow(s),veh/h/ln1781 1702 1744 1781 1609 1712 1781 1870 1567 1781 1870 1563 Q Serve(g_s), s 13.6 32.6 32.6 8.0 14.2 14.5 22.5 3.7 5.9 15.3 2.3 17.7 Cycle Q Clear(g_c), s 13.6 32.6 32.6 8.0 14.2 14.5 22.5 3.7 5.9 15.3 2.3 17.7 Prop In Lane 1.00 0.37 1.00 0.48 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 199 1118 573 363 2045 726 286 387 324 220 318 266 V/C Ratio(X)0.89 0.88 0.88 0.33 0.35 0.36 1.17 0.15 0.36 0.89 0.12 0.78 Avail Cap(c_a), veh/h 261 1118 573 363 2045 726 286 538 451 248 498 416 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.75 0.75 0.75 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 Uniform Delay (d), s/veh53.5 21.7 21.7 47.6 27.3 27.4 58.8 45.5 20.5 60.4 49.2 55.6 Incr Delay (d2), s/veh 17.3 7.6 13.5 0.2 0.5 1.4 108.7 0.2 0.8 24.0 0.2 5.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.3 9.4 10.5 3.6 5.5 6.2 18.8 1.8 3.5 8.4 1.1 7.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 70.9 29.3 35.2 47.8 27.8 28.8 167.5 45.7 21.3 84.4 49.4 60.6 LnGrp LOS E C D D C C F D C F D E Approach Vol, veh/h 1661 1101 514 441 Approach Delay, s/veh 35.5 30.2 119.7 70.3 Approach LOS D C F E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s33.5 51.0 27.0 28.5 20.2 64.3 21.8 33.7 Change Period (Y+Rc), s 5.0 * 5 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s15.5 * 46 22.5 37.3 20.5 41.0 19.5 40.3 Max Q Clear Time (g_c+I1), s10.0 34.6 24.5 19.7 15.6 16.5 17.3 7.9 Green Ext Time (p_c), s 0.1 8.5 0.0 1.0 0.1 9.6 0.1 0.9 Intersection Summary HCM 6th Ctrl Delay, s/veh 49.7 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC Opening Year+Phase 1 Conditions 5: Dublin Blvd & Spruce Street Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1415 99 163 916 40 0 0 121 0 0 46 Future Vol, veh/h 0 1415 99 163 916 40 0 0 121 0 0 46 Conflicting Peds, #/hr 10 0 12 12 0 10 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ---100 ----0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1505 105 173 974 43 0 0 129 0 0 49 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 1622 0 0 --817 --520 Stage 1 ------------ Stage 2 ------------ Critical Hdwy ---5.1 ----7.14 --7.14 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy ---3.12 ----3.92 --3.92 Pot Cap-1 Maneuver 0 --216 --0 0 274 0 0 429 Stage 1 0 -----0 0 -0 0 - Stage 2 0 -----0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver ---214 ----271 --425 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 0 10 29.7 14.6 HCM LOS D B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)271 --214 --425 HCM Lane V/C Ratio 0.475 --0.81 --0.115 HCM Control Delay (s/veh)29.7 --68.3 --14.6 HCM Lane LOS D --F --B HCM 95th %tile Q (veh)2.4 --5.9 --0.4 HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)209 1187 158 137 895 43 149 34 170 74 29 75 Future Volume (veh/h)209 1187 158 137 895 43 149 34 170 74 29 75 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.99 1.00 0.93 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 222 1263 168 146 952 46 159 36 181 79 31 80 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 242 2368 315 169 2400 116 209 340 268 121 83 215 Arrive On Green 0.27 1.00 1.00 0.09 0.48 0.48 0.06 0.18 0.18 0.07 0.19 0.19 Sat Flow, veh/h 1781 4537 604 1781 4988 241 3456 1870 1476 1781 440 1135 Grp Volume(v), veh/h 222 948 483 146 649 349 159 36 181 79 0 111 Grp Sat Flow(s),veh/h/ln 1781 1702 1737 1781 1702 1825 1728 1870 1476 1781 0 1574 Q Serve(g_s), s 16.9 0.0 0.0 11.3 17.1 17.2 6.3 2.2 16.0 6.1 0.0 8.6 Cycle Q Clear(g_c), s 16.9 0.0 0.0 11.3 17.1 17.2 6.3 2.2 16.0 6.1 0.0 8.6 Prop In Lane 1.00 0.35 1.00 0.13 1.00 1.00 1.00 0.72 Lane Grp Cap(c), veh/h 242 1777 906 169 1638 878 209 340 268 121 0 298 V/C Ratio(X)0.92 0.53 0.53 0.86 0.40 0.40 0.76 0.11 0.68 0.65 0.00 0.37 Avail Cap(c_a), veh/h 261 1777 906 172 1638 878 333 498 393 172 0 419 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.3 0.0 0.0 62.5 23.3 23.3 64.8 47.8 53.4 63.6 0.0 49.5 Incr Delay (d2), s/veh 32.4 1.2 2.2 30.3 0.7 1.2 2.2 0.1 1.1 2.2 0.0 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.7 0.3 0.6 6.5 7.0 7.7 2.9 1.1 6.1 2.8 0.0 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 82.7 1.2 2.2 92.8 24.0 24.5 67.0 47.9 54.5 65.8 0.0 49.8 LnGrp LOS F A A F C C E D D E D Approach Vol, veh/h 1653 1144 376 190 Approach Delay, s/veh 12.4 32.9 59.2 56.4 Approach LOS B C E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.8 78.1 12.9 31.2 23.5 72.4 14.0 30.1 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s 13.5 57.0 13.5 37.3 20.5 50.0 13.5 37.3 Max Q Clear Time (g_c+I1), s 13.3 2.0 8.3 10.6 18.9 19.2 8.1 18.0 Green Ext Time (p_c), s 0.0 21.7 0.1 0.4 0.1 10.6 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay, s/veh 27.1 HCM 6th LOS C HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 208 1122 101 288 847 208 111 162 286 246 134 77 Future Volume (veh/h) 208 1122 101 288 847 208 111 162 286 246 134 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.96 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 214 1157 104 297 873 214 114 167 295 254 138 79 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 432 1898 170 286 1605 482 137 405 331 309 428 350 Arrive On Green 0.49 0.80 0.80 0.16 0.31 0.31 0.08 0.22 0.22 0.09 0.23 0.23 Sat Flow, veh/h 1781 4747 426 1781 5106 1532 1781 1870 1528 3456 1870 1530 Grp Volume(v), veh/h 214 829 432 297 873 214 114 167 295 254 138 79 Grp Sat Flow(s),veh/h/ln1781 1702 1769 1781 1702 1532 1781 1870 1528 1728 1870 1530 Q Serve(g_s), s 11.4 13.3 13.4 22.5 19.8 12.0 8.8 10.8 26.2 10.1 8.6 3.5 Cycle Q Clear(g_c), s 11.4 13.3 13.4 22.5 19.8 12.0 8.8 10.8 26.2 10.1 8.6 3.5 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 432 1361 707 286 1605 482 137 405 331 309 428 350 V/C Ratio(X)0.50 0.61 0.61 1.04 0.54 0.44 0.83 0.41 0.89 0.82 0.32 0.23 Avail Cap(c_a), veh/h 432 1361 707 286 1605 482 223 500 408 432 498 408 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.80 0.80 0.80 0.60 0.60 0.60 0.91 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh30.2 9.8 9.8 58.8 39.7 22.7 63.7 47.2 53.2 62.6 44.9 15.6 Incr Delay (d2), s/veh 0.7 1.6 3.1 51.2 0.8 1.8 5.6 0.6 17.0 8.6 0.4 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.3 3.4 3.8 14.1 8.4 4.7 4.3 5.2 11.7 4.8 4.1 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 30.9 11.4 12.9 110.0 40.5 24.5 69.3 47.8 70.3 71.3 45.4 15.9 LnGrp LOS C B B F D C E D E E D B Approach Vol, veh/h 1475 1384 576 471 Approach Delay, s/veh 14.7 52.9 63.6 54.4 Approach LOS B D E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s27.0 61.0 15.3 36.8 39.0 49.0 17.0 35.0 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 5.0 * 5 4.5 * 4.7 Max Green Setting (Gmax), s22.5 44.0 17.5 37.3 22.5 * 44 17.5 * 37 Max Q Clear Time (g_c+I1), s24.5 15.4 10.8 10.6 13.4 21.8 12.1 28.2 Green Ext Time (p_c), s 0.0 13.8 0.1 1.0 0.4 9.6 0.4 1.5 Intersection Summary HCM 6th Ctrl Delay, s/veh 40.2 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 41 60 266 29 324 161 622 518 275 355 41 Future Volume (veh/h) 43 41 60 266 29 324 161 622 518 275 355 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.93 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 44 42 62 295 0 0 166 641 534 284 366 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 197 207 164 609 0 203 1525 665 391 2187 Arrive On Green 0.11 0.11 0.11 0.16 0.00 0.00 0.11 0.41 0.41 0.11 0.41 0.00 Sat Flow, veh/h 1853 1945 1539 3705 0 1648 1853 3696 1613 3594 5310 1648 Grp Volume(v), veh/h 44 42 62 295 0 0 166 641 534 284 366 0 Grp Sat Flow(s),veh/h/ln1853 1945 1539 1853 0 1648 1853 1848 1613 1797 1770 1648 Q Serve(g_s), s 2.0 1.8 3.4 6.6 0.0 0.0 8.1 11.3 26.7 7.0 4.0 0.0 Cycle Q Clear(g_c), s 2.0 1.8 3.4 6.6 0.0 0.0 8.1 11.3 26.7 7.0 4.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 197 207 164 609 0 203 1525 665 391 2187 V/C Ratio(X)0.22 0.20 0.38 0.48 0.00 0.82 0.42 0.80 0.73 0.17 Avail Cap(c_a), veh/h 504 529 419 1411 0 504 2011 878 978 2890 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh37.6 37.5 38.2 34.9 0.0 0.0 40.0 19.2 23.7 39.6 17.1 0.0 Incr Delay (d2), s/veh 0.2 0.2 0.5 0.2 0.0 0.0 3.1 0.3 4.8 1.0 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.9 1.3 3.0 0.0 0.0 3.7 4.6 10.2 3.0 1.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 37.8 37.7 38.8 35.1 0.0 0.0 43.1 19.4 28.5 40.6 17.1 0.0 LnGrp LOS D D D D D B C D B Approach Vol, veh/h 148 295 1341 650 Approach Delay, s/veh 38.2 35.1 26.0 27.4 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s14.5 43.2 19.8 14.6 43.1 14.4 Change Period (Y+Rc), s 4.5 5.3 4.7 4.5 5.3 4.6 Max Green Setting (Gmax), s25.0 50.0 35.0 25.0 50.0 25.0 Max Q Clear Time (g_c+I1), s9.0 28.7 8.6 10.1 6.0 5.4 Green Ext Time (p_c), s 0.4 9.2 0.5 0.2 3.6 0.3 Intersection Summary HCM 6th Ctrl Delay, s/veh 28.2 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 12: Regional St & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 660 111 240 416 7 166 27 135 31 15 14 Future Volume (veh/h) 73 660 111 240 416 7 166 27 135 31 15 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 75 680 114 247 429 7 171 28 139 32 15 14 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 140 1181 198 356 1831 30 433 414 349 402 196 183 Arrive On Green 0.08 0.38 0.37 0.19 0.49 0.49 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1853 3147 527 1853 3719 61 1430 1945 1641 1263 924 862 Grp Volume(v), veh/h 75 399 395 247 213 223 171 28 139 32 0 29 Grp Sat Flow(s),veh/h/ln1853 1848 1827 1853 1848 1932 1430 1945 1641 1263 0 1786 Q Serve(g_s), s 1.9 8.4 8.4 6.1 3.2 3.2 5.3 0.6 3.5 1.0 0.0 0.6 Cycle Q Clear(g_c), s 1.9 8.4 8.4 6.1 3.2 3.2 5.9 0.6 3.5 1.6 0.0 0.6 Prop In Lane 1.00 0.29 1.00 0.03 1.00 1.00 1.00 0.48 Lane Grp Cap(c), veh/h 140 694 686 356 910 951 433 414 349 402 0 380 V/C Ratio(X)0.54 0.58 0.58 0.69 0.23 0.23 0.39 0.07 0.40 0.08 0.00 0.08 Avail Cap(c_a), veh/h 1182 1369 1353 1182 1369 1431 895 1042 879 810 0 956 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh21.7 12.1 12.1 18.3 7.1 7.1 17.7 15.3 16.5 16.0 0.0 15.4 Incr Delay (d2), s/veh 1.2 1.1 1.1 0.9 0.2 0.2 0.2 0.0 0.3 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 3.0 3.0 2.4 1.0 1.1 1.6 0.2 1.2 0.3 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 22.9 13.2 13.2 19.2 7.3 7.3 17.9 15.4 16.8 16.0 0.0 15.4 LnGrp LOS C B B B A A B B B B B Approach Vol, veh/h 869 683 338 61 Approach Delay, s/veh 14.1 11.6 17.2 15.7 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.1 27.9 13.8 12.8 22.2 13.8 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Setting (Gmax), s30.0 35.0 25.0 30.0 35.0 25.0 Max Q Clear Time (g_c+I1), s3.9 5.2 7.9 8.1 10.4 3.6 Green Ext Time (p_c), s 0.1 2.8 0.7 0.5 5.6 0.1 Intersection Summary HCM 6th Ctrl Delay, s/veh 13.8 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)4 773 154 218 512 1 169 3 308 2 2 3 Future Volume (veh/h)4 773 154 218 512 1 169 3 308 2 2 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 0.99 0.98 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 4 797 159 225 528 1 174 3 318 2 2 3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 42 1191 238 313 2035 4 390 6 416 112 113 110 Arrive On Green 0.02 0.39 0.39 0.17 0.54 0.54 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 1853 3042 607 1853 3784 7 1049 22 1618 131 440 428 Grp Volume(v), veh/h 4 484 472 225 258 271 177 0 318 7 0 0 Grp Sat Flow(s),veh/h/ln1853 1848 1800 1853 1848 1943 1072 0 1618 999 0 0 Q Serve(g_s), s 0.1 12.8 12.8 6.8 4.4 4.4 0.2 0.0 10.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.1 12.8 12.8 6.8 4.4 4.4 10.7 0.0 10.8 10.6 0.0 0.0 Prop In Lane 1.00 0.34 1.00 0.00 0.98 1.00 0.29 0.43 Lane Grp Cap(c), veh/h 42 724 705 313 994 1045 396 0 416 335 0 0 V/C Ratio(X)0.09 0.67 0.67 0.72 0.26 0.26 0.45 0.00 0.76 0.02 0.00 0.00 Avail Cap(c_a), veh/h 659 1125 1096 659 1125 1184 540 0 576 482 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh28.4 14.9 14.9 23.3 7.4 7.4 20.4 0.0 20.4 16.7 0.0 0.0 Incr Delay (d2), s/veh 0.4 1.5 1.6 1.2 0.2 0.2 0.3 0.0 2.4 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 5.0 4.9 2.9 1.5 1.5 2.1 0.0 4.0 0.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 28.7 16.4 16.5 24.5 7.6 7.5 20.7 0.0 22.8 16.7 0.0 0.0 LnGrp LOS C B B C A A C C B Approach Vol, veh/h 960 754 495 7 Approach Delay, s/veh 16.5 12.6 22.0 16.7 Approach LOS B B C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s13.4 27.1 18.8 4.8 35.8 18.8 Change Period (Y+Rc), s 4.5 5.0 4.6 4.5 5.0 4.6 Max Green Setting (Gmax), s20.0 35.0 20.0 20.0 35.0 20.0 Max Q Clear Time (g_c+I1), s8.8 14.8 12.6 2.1 6.4 12.8 Green Ext Time (p_c), s 0.4 6.6 0.0 0.0 3.4 0.9 Intersection Summary HCM 6th Ctrl Delay, s/veh 16.4 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Opening Year+Phase 1 Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 359 494 215 111 299 54 201 307 123 51 258 240 Future Volume (veh/h) 359 494 215 111 299 54 201 307 123 51 258 240 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 303 637 0 118 318 0 180 374 131 54 274 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 480 1008 299 597 331 696 286 255 508 Arrive On Green 0.26 0.26 0.00 0.16 0.16 0.00 0.18 0.18 0.18 0.14 0.14 0.00 Sat Flow, veh/h 1853 3890 1648 1853 3696 1648 1853 3890 1600 1853 3696 1648 Grp Volume(v), veh/h 303 637 0 118 318 0 180 374 131 54 274 0 Grp Sat Flow(s),veh/h/ln1853 1945 1648 1853 1848 1648 1853 1945 1600 1853 1848 1648 Q Serve(g_s), s 11.3 11.4 0.0 4.5 6.2 0.0 6.9 6.8 5.7 2.0 5.4 0.0 Cycle Q Clear(g_c), s 11.3 11.4 0.0 4.5 6.2 0.0 6.9 6.8 5.7 2.0 5.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 480 1008 299 597 331 696 286 255 508 V/C Ratio(X)0.63 0.63 0.39 0.53 0.54 0.54 0.46 0.21 0.54 Avail Cap(c_a), veh/h 946 1987 946 1887 946 1987 817 946 1887 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh25.7 25.7 0.0 29.4 30.1 0.0 29.3 29.2 28.8 30.0 31.5 0.0 Incr Delay (d2), s/veh 1.4 0.7 0.0 0.8 0.7 0.0 1.4 0.6 1.1 0.4 0.9 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.0 5.1 0.0 2.0 2.7 0.0 3.1 3.2 2.2 0.9 2.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 27.1 26.4 0.0 30.2 30.9 0.0 30.6 29.9 29.9 30.4 32.4 0.0 LnGrp LOS C C C C C C C C C Approach Vol, veh/h 940 436 685 328 Approach Delay, s/veh 26.6 30.7 30.1 32.0 Approach LOS C C C C Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 18.0 19.0 25.6 15.8 Change Period (Y+Rc), s 5.3 5.0 5.3 5.0 Max Green Setting (Gmax), s 40.0 40.0 40.0 40.0 Max Q Clear Time (g_c+I1), s 8.2 8.9 13.4 7.4 Green Ext Time (p_c), s 2.5 3.7 5.8 1.9 Intersection Summary HCM 6th Ctrl Delay, s/veh 29.1 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC Opening Year+Phase 1 Conditions 17: Amador Plaza Rd & Plaza Drive Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 62 0 578 395 8 Future Vol, veh/h 0 62 0 578 395 8 Conflicting Peds, #/hr 3 1 8 0 0 8 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 0 69 0 642 439 9 Major/Minor Minor2 Major1 Major2 Conflicting Flow All -453 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy -6.22 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.318 ---- Pot Cap-1 Maneuver 0 607 0 --- Stage 1 0 -0 --- Stage 2 0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver -602 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v 11.8 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)-602 -- HCM Lane V/C Ratio -0.114 -- HCM Control Delay (s/veh)-11.8 -- HCM Lane LOS -B -- HCM 95th %tile Q (veh)-0.4 -- HCM 6th TWSC Opening Year+Phase 1 Conditions 18: Amador Plaza Rd & First Street Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 11 Intersection Int Delay, s/veh 5.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 0 83 0 0 138 40 358 180 93 320 16 Future Vol, veh/h 38 0 83 0 0 138 40 358 180 93 320 16 Conflicting Peds, #/hr 0 0 0 0 0 0 10 0 0 0 0 10 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length -----0 100 --60 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 90 92 90 90 90 92 92 90 90 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 41 0 90 0 0 153 43 389 200 103 348 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1225 1248 367 --489 375 0 0 589 0 0 Stage 1 573 573 ---------- Stage 2 652 675 ---------- Critical Hdwy 7.12 6.52 6.22 --6.22 4.12 --4.12 -- Critical Hdwy Stg 1 6.12 5.52 ---------- Critical Hdwy Stg 2 6.12 5.52 ---------- Follow-up Hdwy 3.518 4.018 3.318 --3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 156 173 678 0 0 579 1183 --986 -- Stage 1 505 504 -0 0 ------- Stage 2 457 453 -0 0 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 102 148 672 --579 1172 --986 -- Mov Cap-2 Maneuver 102 148 ---------- Stage 1 482 448 ---------- Stage 2 324 436 ---------- Approach EB WB NB SB HCM Control Delay, s/v 35.8 13.4 0.6 2 HCM LOS E B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1172 --244 579 986 -- HCM Lane V/C Ratio 0.037 --0.539 0.265 0.105 -- HCM Control Delay (s/veh)8.2 --35.8 13.4 9.1 -- HCM Lane LOS A --E B A -- HCM 95th %tile Q (veh)0.1 --2.9 1.1 0.4 -- HCM 6th TWSC Opening Year+Phase 1 Conditions 19: Amador Plaza Rd & Second Street Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 12 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 14 25 0 18 17 511 19 25 327 4 Future Vol, veh/h 3 0 14 25 0 18 17 511 19 25 327 4 Conflicting Peds, #/hr 1 0 4 4 0 1 5 0 10 10 0 5 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------100 --60 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 0 15 26 0 19 18 532 20 26 341 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 989 998 352 995 990 553 350 0 0 562 0 0 Stage 1 400 400 -588 588 ------- Stage 2 589 598 -407 402 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 -- Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 226 244 692 224 246 533 1209 --1009 -- Stage 1 626 602 -495 496 ------- Stage 2 494 491 -621 600 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 210 231 686 210 233 528 1204 --1000 -- Mov Cap-2 Maneuver 210 231 -210 233 ------- Stage 1 614 583 -483 484 ------- Stage 2 469 479 -590 581 ------- Approach EB WB NB SB HCM Control Delay, s/v 12.6 20.2 0.2 0.6 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1204 --490 281 1000 -- HCM Lane V/C Ratio 0.015 --0.036 0.159 0.026 -- HCM Control Delay (s/veh)8 --12.6 20.2 8.7 -- HCM Lane LOS A --B C A -- HCM 95th %tile Q (veh)0 --0.1 0.6 0.1 -- HCM 6th TWSC Opening Year+Phase 1 Conditions 20: Amador Plaza Rd & Third Street Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 13 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 0 25 43 0 26 21 436 67 35 267 6 Future Vol, veh/h 8 0 25 43 0 26 21 436 67 35 267 6 Conflicting Peds, #/hr 0 0 12 12 0 0 4 0 3 3 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------100 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 0 26 44 0 27 22 449 69 36 275 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 895 919 294 906 888 487 285 0 0 521 0 0 Stage 1 354 354 -531 531 ------- Stage 2 541 565 -375 357 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 -- Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 261 271 745 257 283 581 1277 --1045 -- Stage 1 663 630 -532 526 ------- Stage 2 525 508 -646 628 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 238 255 734 235 267 579 1272 --1042 -- Mov Cap-2 Maneuver 238 255 -235 267 ------- Stage 1 649 605 -521 515 ------- Stage 2 492 498 -595 604 ------- Approach EB WB NB SB HCM Control Delay, s/v 12.9 20.5 0.3 1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1272 --488 303 1042 -- HCM Lane V/C Ratio 0.017 --0.07 0.235 0.035 -- HCM Control Delay (s/veh)7.9 --12.9 20.5 8.6 -- HCM Lane LOS A --B C A -- HCM 95th %tile Q (veh)0.1 --0.2 0.9 0.1 -- HCM 6th AWSC Opening Year+Phase 1 Conditions 21: First Street Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 14 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 43 0 0 41 120 35 Future Vol, veh/h 43 0 0 41 120 35 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 48 0 0 46 133 39 Number of Lanes 1 0 0 1 1 0 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 1 HCM Control Delay, s/veh 7.6 7.6 8.2 HCM LOS A A A Lane NBLn1 EBLn1 WBLn1 Vol Left, %77%0%0% Vol Thru, %0% 100% 100% Vol Right, %23%0%0% Sign Control Stop Stop Stop Traffic Vol by Lane 155 43 41 LT Vol 120 0 0 Through Vol 0 43 41 RT Vol 35 0 0 Lane Flow Rate 172 48 46 Geometry Grp 1 1 1 Degree of Util (X)0.197 0.058 0.055 Departure Headway (Hd)4.112 4.373 4.375 Convergence, Y/N Yes Yes Yes Cap 866 824 823 Service Time 2.172 2.373 2.376 HCM Lane V/C Ratio 0.199 0.058 0.056 HCM Control Delay, s/veh 8.2 7.6 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.7 0.2 0.2 HCM 6th AWSC Opening Year+Phase 1 Conditions 22: First Street & Golden Gate Dr Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 15 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 25 9 19 65 77 0 0 0 18 50 19 Future Vol, veh/h 10 25 9 19 65 77 0 0 0 18 50 19 Peak Hour Factor 0.92 0.92 0.90 0.90 0.92 0.92 0.90 0.90 0.90 0.92 0.90 0.92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 27 10 21 71 84 0 0 0 20 56 21 Number of Lanes 0 1 0 0 1 0 0 0 0 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay, s/veh7.5 7.9 7.9 HCM LOS A A A Lane EBLn1WBLn1SBLn1 Vol Left, %23% 12% 21% Vol Thru, %57% 40% 57% Vol Right, %20% 48% 22% Sign Control Stop Stop Stop Traffic Vol by Lane 44 161 87 LT Vol 10 19 18 Through Vol 25 65 50 RT Vol 9 77 19 Lane Flow Rate 48 175 96 Geometry Grp 1 1 1 Degree of Util (X)0.056 0.189 0.112 Departure Headway (Hd)4.16 3.875 4.228 Convergence, Y/N Yes Yes Yes Cap 849 916 836 Service Time 2.244 1.94 2.315 HCM Lane V/C Ratio 0.057 0.191 0.115 HCM Control Delay, s/veh 7.5 7.9 7.9 HCM Lane LOS A A A HCM 95th-tile Q 0.2 0.7 0.4 HCM 6th AWSC Opening Year+Phase 1 Conditions 23: Spruce Street & First Street Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 16 Intersection Intersection Delay, s/veh 7.1 Intersection LOS A Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 31 0 15 16 0 19 Future Vol, veh/h 31 0 15 16 0 19 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 34 0 16 17 0 21 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach RightSB WB Conflicting Lanes Right 1 1 0 HCM Control Delay, s/veh7.4 6.9 7.1 HCM LOS A A A Lane NBLn1WBLn1SBLn1 Vol Left, %0% 100%0% Vol Thru, %48%0% 100% Vol Right, %52%0%0% Sign Control Stop Stop Stop Traffic Vol by Lane 31 31 19 LT Vol 0 31 0 Through Vol 15 0 19 RT Vol 16 0 0 Lane Flow Rate 34 34 21 Geometry Grp 1 1 1 Degree of Util (X)0.035 0.04 0.023 Departure Headway (Hd)3.699 4.228 4.019 Convergence, Y/N Yes Yes Yes Cap 968 848 891 Service Time 1.722 2.247 2.043 HCM Lane V/C Ratio 0.035 0.04 0.024 HCM Control Delay, s/veh 6.9 7.4 7.1 HCM Lane LOS A A A HCM 95th-tile Q 0.1 0.1 0.1 HCM 6th AWSC Opening Year+Phase 1 Conditions 24: Golden Gate Dr & Second Street Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 17 Intersection Intersection Delay, s/veh 7.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 1 0 22 0 60 2 20 72 2 Future Vol, veh/h 0 0 0 1 0 22 0 60 2 20 72 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 0 0 1 0 24 0 65 2 22 78 2 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 0 6.8 7.4 7.6 HCM LOS -A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, %0%0%4% 21% Vol Thru, %97% 100%0% 77% Vol Right, %3%0% 96%2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 62 0 23 94 LT Vol 0 0 1 20 Through Vol 60 0 0 72 RT Vol 2 0 22 2 Lane Flow Rate 67 0 25 102 Geometry Grp 1 1 1 1 Degree of Util (X)0.076 0 0.025 0.115 Departure Headway (Hd)4.035 4.246 3.659 4.058 Convergence, Y/N Yes Yes Yes Yes Cap 888 0 964 885 Service Time 2.061 2.326 1.734 2.077 HCM Lane V/C Ratio 0.075 0 0.026 0.115 HCM Control Delay, s/veh 7.4 7.3 6.8 7.6 HCM Lane LOS A N A A HCM 95th-tile Q 0.2 0 0.1 0.4 HCM 6th AWSC Opening Year+Phase 1 Conditions 25: Spruce Street & Second Street Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 18 Intersection Intersection Delay, s/veh 7 Intersection LOS A Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 0 15 0 0 16 Future Vol, veh/h 2 0 15 0 0 16 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 2 0 16 0 0 17 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach RightSB WB Conflicting Lanes Right 1 1 0 HCM Control Delay, s/veh7.2 7 7 HCM LOS A A A Lane NBLn1WBLn1SBLn1 Vol Left, %0% 100%0% Vol Thru, %100%0% 100% Vol Right, %0%0%0% Sign Control Stop Stop Stop Traffic Vol by Lane 15 2 16 LT Vol 0 2 0 Through Vol 15 0 16 RT Vol 0 0 0 Lane Flow Rate 16 2 17 Geometry Grp 1 1 1 Degree of Util (X)0.018 0.003 0.019 Departure Headway (Hd)3.95 4.191 3.95 Convergence, Y/N Yes Yes Yes Cap 910 856 910 Service Time 1.956 2.206 1.955 HCM Lane V/C Ratio 0.018 0.002 0.019 HCM Control Delay, s/veh 7 7.2 7 HCM Lane LOS A A A HCM 95th-tile Q 0.1 0 0.1 HCM 6th AWSC Opening Year+Phase 1 Conditions 26: Golden Gate Dr & Third Street Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 19 Intersection Intersection Delay, s/veh 7.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 2 2 3 2 34 0 73 17 25 86 14 Future Vol, veh/h 10 2 2 3 2 34 0 73 17 25 86 14 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 2 2 3 2 37 0 79 18 27 93 15 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh7.6 7.1 7.6 7.9 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, %0% 71%8% 20% Vol Thru, %81% 14%5% 69% Vol Right, %19% 14% 87% 11% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 90 14 39 125 LT Vol 0 10 3 25 Through Vol 73 2 2 86 RT Vol 17 2 34 14 Lane Flow Rate 98 15 42 136 Geometry Grp 1 1 1 1 Degree of Util (X)0.109 0.019 0.046 0.154 Departure Headway (Hd)4.026 4.539 3.946 4.083 Convergence, Y/N Yes Yes Yes Yes Cap 883 793 913 874 Service Time 2.08 2.54 1.946 2.128 HCM Lane V/C Ratio 0.111 0.019 0.046 0.156 HCM Control Delay, s/veh 7.6 7.6 7.1 7.9 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 0.1 0.1 0.5 HCM 6th AWSC Opening Year+Phase 1 Conditions 27: Golden Gate Dr & St Patrick Way Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 20 Intersection Intersection Delay, s/veh15.3 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 72 52 17 85 55 51 18 181 88 138 107 111 Future Vol, veh/h 72 52 17 85 55 51 18 181 88 138 107 111 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 80 58 19 94 61 57 20 201 98 153 119 123 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 1 2 2 HCM Control Delay, s/veh11.4 11.7 12.2 21.3 HCM LOS B B B C Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %9%0% 100%0% 100%0% 39% Vol Thru, %91%0%0% 75%0% 52% 30% Vol Right, %0% 100%0% 25%0% 48% 31% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 199 88 72 69 85 106 356 LT Vol 18 0 72 0 85 0 138 Through Vol 181 0 0 52 0 55 107 RT Vol 0 88 0 17 0 51 111 Lane Flow Rate 221 98 80 77 94 118 396 Geometry Grp 5 5 5 5 5 5 4b Degree of Util (X)0.396 0.154 0.169 0.147 0.196 0.217 0.677 Departure Headway (Hd)6.443 5.685 7.591 6.902 7.476 6.619 6.165 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 555 626 470 516 477 538 581 Service Time 4.223 3.465 5.387 4.697 5.265 4.408 4.236 HCM Lane V/C Ratio 0.398 0.157 0.17 0.149 0.197 0.219 0.682 HCM Control Delay, s/veh 13.4 9.5 11.9 10.9 12.1 11.3 21.3 HCM Lane LOS B A B B B B C HCM 95th-tile Q 1.9 0.5 0.6 0.5 0.7 0.8 5.2 HCM Signalized Intersection Capacity Analysis Opening Year+Phase 1 Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)617 0 377 0 0 0 0 1449 634 0 792 405 Future Volume (vph)617 0 377 0 0 0 0 1449 634 0 792 405 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 1636 3657 1636 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 1636 3657 1636 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)636 0 389 0 0 0 0 1494 654 0 816 418 RTOR Reduction (vph)0 0 311 0 0 0 0 0 134 0 0 0 Lane Group Flow (vph)636 0 78 0 0 0 0 1494 520 0 816 418 Confl. Peds. (#/hr)2 2 Confl. Bikes (#/hr)1 4 Turn Type Prot Prot NA custom NA custom Protected Phases 8 8 2 2 8 6 6 8 Permitted Phases 2 6 Actuated Green, G (s)10.5 10.5 31.5 47.7 39.3 60.0 Effective Green, g (s)10.5 10.5 31.5 47.7 39.3 55.5 Actuated g/C Ratio 0.18 0.18 0.53 0.80 0.65 0.93 Clearance Time (s)4.5 4.5 5.7 5.7 Vehicle Extension (s)2.5 2.5 2.5 2.5 Lane Grp Cap (vph)620 504 2758 1300 2395 1513 v/s Ratio Prot c0.18 0.03 c0.28 0.32 c0.22 0.26 v/s Ratio Perm v/c Ratio 1.02 0.15 0.54 0.39 0.34 0.27 Uniform Delay, d1 24.7 20.9 9.4 1.8 4.5 0.2 Progression Factor 1.00 1.00 1.00 1.00 1.12 1.00 Incremental Delay, d2 42.8 0.1 0.7 0.1 0.3 0.0 Delay (s)67.6 21.0 10.2 1.9 5.5 0.2 Level of Service E C B A A A Approach Delay (s/veh)49.9 0.0 7.7 3.7 Approach LOS D A A A Intersection Summary HCM 2000 Control Delay (s/veh)16.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s)60.0 Sum of lost time (s)13.2 Intersection Capacity Utilization 53.7%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year+Phase 1 Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)251 784 1509 0 0 946 Future Volume (vph)251 784 1509 0 0 946 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 3657 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 3657 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)259 808 1556 0 0 975 RTOR Reduction (vph)0 3 0 0 0 0 Lane Group Flow (vph)259 805 1556 0 0 975 Confl. Peds. (#/hr)3 3 Confl. Bikes (#/hr)2 Turn Type Prot custom NA NA Protected Phases 8 1 8 2 6 Permitted Phases Actuated Green, G (s)14.4 25.8 24.0 35.4 Effective Green, g (s)14.4 25.8 24.0 35.4 Actuated g/C Ratio 0.24 0.43 0.40 0.59 Clearance Time (s)4.5 5.7 5.7 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)851 1238 2102 2157 v/s Ratio Prot 0.07 c0.28 c0.30 0.27 v/s Ratio Perm v/c Ratio 0.30 0.65 0.74 0.45 Uniform Delay, d1 18.6 13.5 15.3 6.8 Progression Factor 1.00 1.00 0.94 1.00 Incremental Delay, d2 0.2 0.9 1.9 0.6 Delay (s)18.8 14.4 16.4 7.5 Level of Service B B B A Approach Delay (s/veh)15.5 16.4 7.5 Approach LOS B B A Intersection Summary HCM 2000 Control Delay (s/veh)13.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s)60.0 Sum of lost time (s)14.7 Intersection Capacity Utilization 65.1%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year+Phase 1 Conditions 8: Village Parkway & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)259 1165 278 170 1021 386 81 24 9 467 105 206 Future Volume (vph)259 1165 278 170 1021 386 81 24 9 467 105 206 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 5.0 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 0.97 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)3547 3526 1829 5255 1636 1829 3494 3547 1925 1609 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm)3547 3526 1829 5255 1636 1829 3494 3547 1925 1609 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)267 1201 287 175 1053 398 84 25 9 481 108 212 RTOR Reduction (vph)0 10 0 0 0 186 0 8 0 0 0 180 Lane Group Flow (vph)267 1478 0 175 1053 212 84 26 0 481 108 32 Confl. Peds. (#/hr)18 5 5 18 4 6 6 4 Confl. Bikes (#/hr)1 Turn Type Prot NA Prot NA custom Prot NA Prot NA Perm Protected Phases 5 2 1 6 9 6 3 8 7 4 Permitted Phases 6 4 Actuated Green, G (s)15.8 70.8 19.5 34.0 74.5 9.8 9.6 21.1 20.9 20.9 Effective Green, g (s)15.8 70.8 19.5 34.0 74.5 9.8 9.6 21.1 20.9 20.9 Actuated g/C Ratio 0.11 0.51 0.14 0.24 0.53 0.07 0.07 0.15 0.15 0.15 Clearance Time (s)4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 5.0 Vehicle Extension (s)3.0 4.0 3.0 4.0 2.0 2.0 5.0 4.0 4.0 Lane Grp Cap (vph)400 1783 254 1276 870 128 239 534 287 240 v/s Ratio Prot 0.08 c0.42 0.10 c0.20 0.13 0.05 0.01 c0.14 c0.06 v/s Ratio Perm 0.02 v/c Ratio 0.66 0.82 0.68 0.82 0.24 0.65 0.10 0.90 0.37 0.13 Uniform Delay, d1 59.5 29.4 57.3 50.1 17.6 63.4 61.1 58.4 53.6 51.6 Progression Factor 1.36 0.63 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.3 3.7 7.5 6.1 0.6 8.8 0.0 19.2 1.1 0.3 Delay (s)84.9 22.4 64.9 56.3 18.2 72.3 61.2 77.6 54.8 52.0 Level of Service F C E E B E E E D D Approach Delay (s/veh)31.9 47.9 69.1 67.7 Approach LOS C D E E Intersection Summary HCM 2000 Control Delay (s/veh)45.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length (s)140.0 Sum of lost time (s)24.0 Intersection Capacity Utilization 83.8%ICU Level of Service E Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year+Phase 1 Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)150 1035 717 481 798 350 771 1167 468 320 862 126 Future Volume (vph)150 1035 717 481 798 350 771 1167 468 320 862 126 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)5.0 6.0 6.0 5.0 5.5 4.0 5.0 5.5 5.5 5.0 5.5 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6477 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6477 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)155 1067 739 496 823 361 795 1203 482 330 889 130 RTOR Reduction (vph)0 0 26 0 0 184 0 0 49 0 18 0 Lane Group Flow (vph)155 1067 713 496 823 177 795 1203 433 330 1001 0 Confl. Peds. (#/hr)20 20 9 1 1 9 Turn Type Prot NA pt+ov Prot NA custom Prot NA pt+ov Prot NA Protected Phases 5 2 2 3 1 6 9 6 3 8 8 1 7 4 Permitted Phases 6 Actuated Green, G (s)11.4 50.2 78.2 17.0 46.7 56.3 22.0 43.6 66.1 17.7 39.3 Effective Green, g (s)11.4 50.2 78.2 17.0 46.7 56.3 22.0 43.6 66.1 17.7 39.3 Actuated g/C Ratio 0.08 0.33 0.52 0.11 0.31 0.38 0.15 0.29 0.44 0.12 0.26 Clearance Time (s)5.0 6.0 5.0 5.5 5.0 5.5 5.0 5.5 Vehicle Extension (s)3.0 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Lane Grp Cap (vph)269 1758 1501 584 1636 614 756 1527 1269 418 1696 v/s Ratio Prot 0.04 c0.20 0.25 c0.10 0.16 c0.11 c0.15 c0.23 0.15 0.09 0.15 v/s Ratio Perm v/c Ratio 0.57 0.60 0.47 0.84 0.50 0.28 1.05 0.78 0.34 0.78 0.58 Uniform Delay, d1 66.9 41.6 22.8 65.2 42.1 32.8 63.9 48.9 27.6 64.3 48.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.9 1.5 0.2 11.1 1.1 0.0 47.1 3.1 0.2 9.5 0.7 Delay (s)69.9 43.2 23.0 76.3 43.2 32.9 111.1 52.0 27.8 73.9 49.0 Level of Service E D C E D C F D C E D Approach Delay (s/veh)37.7 50.8 66.2 55.1 Approach LOS D D E E Intersection Summary HCM 2000 Control Delay (s/veh)53.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s)150.0 Sum of lost time (s)25.0 Intersection Capacity Utilization 92.1%ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year+Phase 1 Conditions 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)97 102 12 11 74 344 9 92 30 300 62 34 Future Volume (vph)97 102 12 11 74 344 9 92 30 300 62 34 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 Flpb, ped/bikes 0.99 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.85 1.00 0.96 1.00 0.97 Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 0.97 Satd. Flow (prot)1822 1890 1912 1608 1829 1847 1737 1730 Flt Permitted 0.70 1.00 0.96 1.00 0.95 1.00 0.95 0.97 Satd. Flow (perm)1343 1890 1861 1608 1829 1847 1737 1730 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)100 105 12 11 76 355 9 95 31 309 64 35 RTOR Reduction (vph)0 3 0 0 0 236 0 8 0 0 5 0 Lane Group Flow (vph)100 114 0 0 87 119 9 118 0 204 199 0 Confl. Peds. (#/hr)6 5 5 6 3 2 2 3 Confl. Bikes (#/hr)1 Turn Type Perm NA Perm NA Perm Split NA Split NA Protected Phases 2 6 8 8 7 7 Permitted Phases 2 6 6 Actuated Green, G (s)13.1 13.1 18.5 18.5 8.8 8.8 13.6 13.6 Effective Green, g (s)13.1 13.1 18.5 18.5 8.8 8.8 13.6 13.6 Actuated g/C Ratio 0.24 0.24 0.34 0.34 0.16 0.16 0.25 0.25 Clearance Time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Vehicle Extension (s)2.0 2.0 4.0 4.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph)319 450 625 540 292 295 429 427 v/s Ratio Prot 0.06 0.00 c0.06 c0.12 0.12 v/s Ratio Perm c0.07 0.05 c0.07 v/c Ratio 0.31 0.25 0.13 0.22 0.03 0.39 0.47 0.46 Uniform Delay, d1 17.2 16.9 12.7 13.0 19.5 20.7 17.6 17.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.1 0.1 0.2 0.0 0.3 0.3 0.2 Delay (s)17.4 17.0 12.8 13.3 19.5 21.0 17.9 17.9 Level of Service B B B B B C B B Approach Delay (s/veh)17.2 13.2 20.9 17.9 Approach LOS B B C B Intersection Summary HCM 2000 Control Delay (s/veh)16.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.39 Actuated Cycle Length (s)55.0 Sum of lost time (s)17.1 Intersection Capacity Utilization 50.0%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year+Phase 1 Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)61 890 5 0 643 48 2 0 3 47 0 36 Future Volume (vph)61 890 5 0 643 48 2 0 3 47 0 36 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.9 4.6 4.6 3.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 0.99 0.99 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 0.99 1.00 Frt 1.00 0.99 0.98 0.91 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.98 0.95 1.00 Satd. Flow (prot)1829 3654 3613 1717 1822 1615 Flt Permitted 0.95 1.00 1.00 0.84 0.56 1.00 Satd. Flow (perm)1829 3654 3613 1483 1081 1615 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)66 967 5 0 699 52 2 0 3 51 0 39 RTOR Reduction (vph)0 0 0 0 3 0 0 5 0 0 0 33 Lane Group Flow (vph)66 972 0 0 748 0 0 0 0 0 51 6 Confl. Peds. (#/hr)3 5 5 3 1 5 5 1 Confl. Bikes (#/hr)2 Turn Type Prot NA NA Perm NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s)6.3 37.7 37.8 4.1 11.9 11.9 Effective Green, g (s)7.4 38.8 38.9 4.1 11.9 13.0 Actuated g/C Ratio 0.09 0.46 0.46 0.05 0.14 0.15 Clearance Time (s)4.5 5.0 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)160 1677 1663 71 152 248 v/s Ratio Prot c0.04 c0.27 0.21 v/s Ratio Perm 0.00 c0.05 0.00 v/c Ratio 0.41 0.57 0.44 0.00 0.33 0.02 Uniform Delay, d1 36.4 16.8 15.5 38.2 32.7 30.3 Progression Factor 1.00 1.00 0.52 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.5 0.2 0.0 0.4 0.0 Delay (s)37.1 17.4 8.3 38.2 33.2 30.3 Level of Service D B A D C C Approach Delay (s/veh)18.6 8.3 38.2 31.9 Approach LOS B A D C Intersection Summary HCM 2000 Control Delay (s/veh)15.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s)84.5 Sum of lost time (s)17.6 Intersection Capacity Utilization 41.3%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Opening Year+Phase 1 Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)47 820 73 70 583 56 68 14 42 64 9 33 Future Volume (vph)47 820 73 70 583 56 68 14 42 64 9 33 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.4 3.9 3.5 3.5 3.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 0.98 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Frt 1.00 0.98 1.00 0.98 1.00 0.88 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 Satd. Flow (prot)1829 3606 1829 3599 1826 1689 1781 Flt Permitted 0.95 1.00 0.95 1.00 0.68 1.00 0.78 Satd. Flow (perm)1829 3606 1829 3599 1308 1689 1436 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)48 837 74 71 595 57 69 14 43 65 9 34 RTOR Reduction (vph)0 4 0 0 4 0 0 33 0 0 15 0 Lane Group Flow (vph)48 907 0 71 648 0 69 24 0 0 93 0 Confl. Peds. (#/hr)6 1 1 6 2 1 1 2 Confl. Bikes (#/hr)3 1 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 5 2 1 6 7 3 Permitted Phases 7 3 Actuated Green, G (s)6.3 37.7 6.4 37.8 17.6 17.6 9.8 Effective Green, g (s)7.4 38.8 7.5 38.9 18.7 18.7 10.9 Actuated g/C Ratio 0.09 0.46 0.09 0.46 0.22 0.22 0.13 Clearance Time (s)4.5 5.0 4.5 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)160 1655 162 1656 289 373 185 v/s Ratio Prot 0.03 c0.25 c0.04 0.18 0.01 v/s Ratio Perm c0.05 c0.06 v/c Ratio 0.30 0.54 0.43 0.39 0.23 0.06 0.50 Uniform Delay, d1 36.1 16.5 36.5 15.0 27.0 25.9 34.2 Progression Factor 1.57 0.34 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.3 0.6 0.2 0.1 0.0 0.7 Delay (s)57.2 6.1 37.1 15.2 27.2 26.0 35.0 Level of Service E A D B C C D Approach Delay (s/veh)8.7 17.3 26.6 35.0 Approach LOS A B C D Intersection Summary HCM 2000 Control Delay (s/veh)14.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length (s)84.5 Sum of lost time (s)15.4 Intersection Capacity Utilization 52.5%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group Queues Opening Year+Phase 1 Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Lane Group EBL EBR NBT NBR SBT SBR Lane Group Flow (vph)504 532 475 260 1475 511 v/c Ratio 0.49 0.60 0.18 0.17 0.72 0.31 Control Delay (s/veh)21.9 20.5 13.4 1.0 14.1 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)21.9 20.5 13.4 1.0 14.1 0.4 Queue Length 50th (ft)92 93 29 0 201 0 Queue Length 95th (ft)141 152 110 27 376 0 Internal Link Dist (ft)808 634 Turn Bay Length (ft)430 425 570 Base Capacity (vph)1688 1415 3336 1532 3531 1621 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.30 0.38 0.14 0.17 0.42 0.32 Intersection Summary Queues Opening Year+Phase 1 Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Lane Group WBL WBR NBT SBT Lane Group Flow (vph)1039 829 886 1011 v/c Ratio 0.71 0.49 0.60 0.63 Control Delay (s/veh)20.3 9.3 23.3 17.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh)20.3 9.3 23.3 17.1 Queue Length 50th (ft)174 91 121 174 Queue Length 95th (ft)279 165 161 233 Internal Link Dist (ft)1070 208 135 Turn Bay Length (ft)190 320 Base Capacity (vph)1601 2038 2768 2999 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.65 0.41 0.32 0.34 Intersection Summary Queues Opening Year+Phase 1 Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)213 207 292 685 220 113 327 546 787 184 614 227 v/c Ratio 0.55 0.40 0.44 0.93 0.65 0.28 0.71 0.21 0.39 0.57 0.26 0.27 Control Delay (s/veh)65.0 55.3 6.7 87.3 76.2 20.0 67.0 23.2 3.8 68.2 27.2 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)65.0 55.3 6.7 87.3 76.2 20.0 67.0 23.2 3.8 68.2 27.2 4.9 Queue Length 50th (ft)97 94 0 234 212 13 149 97 32 84 121 0 Queue Length 95th (ft)138 113 39 m#280 m274 m80 194 170 99 122 206 63 Internal Link Dist (ft)732 623 581 1238 Turn Bay Length (ft)260 290 220 290 420 280 Base Capacity (vph)401 1044 1031 736 618 607 582 2526 1997 364 2318 837 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.20 0.28 0.93 0.36 0.19 0.56 0.22 0.39 0.51 0.26 0.27 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Opening Year+Phase 1 Conditions 4: Regional St & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)125 977 80 752 212 22 85 58 24 101 v/c Ratio 0.65 0.33 0.55 0.21 1.08 0.08 0.25 0.51 0.14 0.40 Control Delay (s/veh)83.2 15.8 60.2 7.9 146.0 50.7 3.6 78.2 56.1 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)83.2 15.8 60.2 7.9 146.0 50.7 3.6 78.2 56.1 8.6 Queue Length 50th (ft)115 91 72 23 ~215 19 0 52 21 0 Queue Length 95th (ft)183 271 129 95 #382 39 15 99 43 31 Internal Link Dist (ft)623 644 371 1175 Turn Bay Length (ft)215 205 105 105 110 110 Base Capacity (vph)195 2946 145 3536 195 536 538 183 522 527 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.33 0.55 0.21 1.09 0.04 0.16 0.32 0.05 0.19 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)152 842 84 685 118 17 134 21 43 v/c Ratio 0.71 0.28 0.60 0.24 0.52 0.05 0.37 0.16 0.16 Control Delay (s/veh)75.4 20.8 92.9 7.0 71.3 44.8 9.9 64.4 23.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)75.4 20.8 92.9 7.0 71.3 44.8 9.9 64.4 23.5 Queue Length 50th (ft)138 158 72 62 54 13 0 18 11 Queue Length 95th (ft)213 143 139 81 87 34 56 47 45 Internal Link Dist (ft)514 542 532 104 Turn Bay Length (ft)235 215 135 135 170 Base Capacity (vph)227 2941 196 2812 331 496 510 170 455 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.29 0.43 0.24 0.36 0.03 0.26 0.12 0.09 Intersection Summary Queues Opening Year+Phase 1 Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)143 704 301 692 238 84 110 298 127 156 42 v/c Ratio 0.73 0.31 0.82 0.24 0.25 0.63 0.43 0.63 0.49 0.62 0.13 Control Delay (s/veh)72.8 19.5 96.0 6.3 0.6 82.8 58.7 11.4 68.4 66.8 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)72.8 19.5 96.0 6.3 0.6 82.8 58.7 11.4 68.4 66.8 0.8 Queue Length 50th (ft)132 45 288 30 0 75 94 0 58 138 0 Queue Length 95th (ft)#217 223 243 49 1 131 138 78 91 190 0 Internal Link Dist (ft)542 1069 572 230 Turn Bay Length (ft)200 305 190 100 130 120 Base Capacity (vph)195 2251 404 2774 927 170 497 635 331 496 504 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.31 0.75 0.25 0.26 0.49 0.22 0.47 0.38 0.31 0.08 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions 8: Village Parkway & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph)191 896 144 979 780 25 9 563 97 190 v/c Ratio 0.59 0.49 0.46 0.60 0.60 0.29 0.03 1.08 0.30 0.45 Control Delay (s/veh)57.5 29.7 58.3 43.2 4.0 72.9 48.0 118.2 52.2 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)57.5 29.7 58.3 43.2 4.0 72.9 48.0 118.2 52.2 8.8 Queue Length 50th (ft)89 329 120 278 0 22 3 261 86 0 Queue Length 95th (ft)132 496 189 323 83 54 10 #419 108 53 Internal Link Dist (ft)1069 4207 583 1714 Turn Bay Length (ft)255 200 415 100 220 55 Base Capacity (vph)331 1804 307 1614 1286 189 974 520 596 630 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.50 0.47 0.61 0.61 0.13 0.01 1.08 0.16 0.30 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)93 615 517 397 1184 335 800 741 436 349 1510 v/c Ratio 0.42 0.35 0.34 0.80 0.73 0.40 1.05 0.45 0.32 0.81 0.81 Control Delay (s/veh)73.3 39.0 20.2 79.9 50.3 4.7 108.9 42.5 20.3 80.0 53.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)73.3 39.0 20.2 79.9 50.3 4.7 108.9 42.5 20.3 80.0 53.5 Queue Length 50th (ft)45 169 151 137 386 0 ~303 212 111 173 392 Queue Length 95th (ft)76 208 198 #187 452 67 #393 253 157 #230 436 Internal Link Dist (ft)4207 2096 1589 1541 Turn Bay Length (ft)215 415 565 300 495 450 210 Base Capacity (vph)260 1742 1500 494 1611 826 756 1664 1288 449 1949 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.35 0.34 0.80 0.73 0.41 1.06 0.45 0.34 0.78 0.77 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Lane Group EBL EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)48 131 172 325 12 144 210 208 v/c Ratio 0.10 0.20 0.30 0.41 0.03 0.40 0.55 0.53 Control Delay (s/veh)17.7 16.0 18.9 4.4 25.0 27.5 30.7 29.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)17.7 16.0 18.9 4.4 25.0 27.5 30.7 29.0 Queue Length 50th (ft)11 27 41 0 4 45 72 67 Queue Length 95th (ft)48 96 136 59 19 115 184 176 Internal Link Dist (ft)677 257 288 572 Turn Bay Length (ft)130 285 65 145 Base Capacity (vph)630 933 1578 1583 774 786 732 736 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.14 0.11 0.21 0.02 0.18 0.29 0.28 Intersection Summary Queues Opening Year+Phase 1 Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)29 39 46 250 256 261 94 393 531 406 619 25 v/c Ratio 0.12 0.15 0.16 0.59 0.60 0.50 0.36 0.43 0.66 0.60 0.33 0.04 Control Delay (s/veh)41.8 41.9 4.2 36.3 36.5 12.8 43.3 30.3 7.6 37.9 23.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)41.8 41.9 4.2 36.3 36.5 12.8 43.3 30.3 7.6 37.9 23.8 0.1 Queue Length 50th (ft)14 19 0 127 131 30 47 92 0 103 92 0 Queue Length 95th (ft)44 54 7 214 217 87 101 150 50 162 138 0 Internal Link Dist (ft)543 429 1238 739 Turn Bay Length (ft)65 60 130 200 280 300 Base Capacity (vph)604 635 594 803 810 826 604 2367 1229 1171 3402 1025 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.06 0.08 0.31 0.32 0.32 0.16 0.17 0.43 0.35 0.18 0.02 Intersection Summary Queues Opening Year+Phase 1 Conditions 12: Regional St & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 11 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)51 889 148 656 82 12 64 11 20 v/c Ratio 0.21 0.53 0.42 0.28 0.28 0.03 0.17 0.03 0.05 Control Delay (s/veh)31.0 15.8 28.7 9.9 24.1 21.0 7.0 21.2 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)31.0 15.8 28.7 9.9 24.1 21.0 7.0 21.2 13.5 Queue Length 50th (ft)15 104 41 62 23 3 0 3 2 Queue Length 95th (ft)61 272 131 168 67 17 23 16 17 Internal Link Dist (ft)429 761 1175 245 Turn Bay Length (ft)105 105 100 100 35 Base Capacity (vph)1039 2377 1039 2575 697 938 821 702 846 Starvation Cap Reductn 0 18 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.38 0.14 0.25 0.12 0.01 0.08 0.02 0.02 Intersection Summary Queues Opening Year+Phase 1 Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 12 Lane Group EBL EBT WBT NBT SBT SBR Lane Group Flow (vph)88 795 815 6 58 74 v/c Ratio 0.38 0.50 0.58 0.01 0.28 0.21 Control Delay (s/veh)47.0 25.1 14.8 0.0 38.5 4.3 Queue Delay 0.0 0.0 0.1 0.0 0.0 0.0 Total Delay (s/veh)47.0 25.1 15.0 0.0 38.5 4.3 Queue Length 50th (ft)44 167 45 0 30 0 Queue Length 95th (ft)115 366 #131 0 64 14 Internal Link Dist (ft)761 197 106 622 Turn Bay Length (ft)80 45 Base Capacity (vph)612 1683 1506 612 502 655 Starvation Cap Reductn 0 0 103 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.47 0.58 0.01 0.12 0.11 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBT Lane Group Flow (vph)71 776 44 846 29 36 245 v/c Ratio 0.31 0.50 0.24 0.61 0.09 0.07 0.70 Control Delay (s/veh)72.2 8.3 47.7 29.2 26.6 16.7 45.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)72.2 8.4 47.7 29.3 26.6 16.7 45.4 Queue Length 50th (ft)41 32 22 187 9 6 113 Queue Length 95th (ft)107 86 70 #440 42 36 #295 Internal Link Dist (ft)197 509 445 238 Turn Bay Length (ft)80 180 75 Base Capacity (vph)612 1667 612 1485 490 709 489 Starvation Cap Reductn 0 62 0 0 0 0 0 Spillback Cap Reductn 0 0 0 39 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.48 0.07 0.59 0.06 0.05 0.50 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 14 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph)4 900 283 784 94 254 17 v/c Ratio 0.02 0.63 0.64 0.31 0.36 0.49 0.05 Control Delay (s/veh)38.3 19.5 34.0 6.8 30.1 7.4 17.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)38.3 19.5 34.0 6.8 30.1 7.4 17.7 Queue Length 50th (ft)1 128 90 41 31 0 2 Queue Length 95th (ft)12 281 235 180 77 40 17 Internal Link Dist (ft)509 1118 372 166 Turn Bay Length (ft)100 150 90 Base Capacity (vph)639 2149 639 2589 509 764 605 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.42 0.44 0.30 0.18 0.33 0.03 Intersection Summary Queues Opening Year+Phase 1 Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)317 653 138 141 458 136 86 818 109 140 704 597 v/c Ratio 0.84 0.84 0.33 0.45 0.74 0.42 0.21 0.96 0.24 0.31 0.79 1.05 Control Delay (s/veh)82.8 73.1 27.9 67.5 73.9 32.7 54.2 85.9 20.4 55.9 67.7 87.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)82.8 73.1 27.9 67.5 73.9 32.7 54.2 85.9 20.4 55.9 67.7 87.6 Queue Length 50th (ft)365 376 57 143 257 60 84 498 29 129 390 ~510 Queue Length 95th (ft)442 407 101 186 272 102 130 #538 66 179 416 #577 Internal Link Dist (ft)1118 764 1714 758 Turn Bay Length (ft)180 100 115 80 125 80 90 120 Base Capacity (vph)401 830 439 441 883 423 401 845 438 441 883 567 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.79 0.31 0.32 0.52 0.32 0.21 0.97 0.25 0.32 0.80 1.05 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Lane Group EBL EBR NBT NBR SBT SBR Lane Group Flow (vph)636 389 1494 654 816 418 v/c Ratio 1.02 0.47 0.50 0.42 0.34 0.25 Control Delay (s/veh)70.9 5.5 14.1 1.8 5.6 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)70.9 5.5 14.1 1.8 5.6 0.3 Queue Length 50th (ft)~124 2 78 0 37 0 Queue Length 95th (ft)#221 36 #356 49 50 0 Internal Link Dist (ft)808 634 Turn Bay Length (ft)430 425 570 Base Capacity (vph)620 815 2969 1529 2395 1636 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.03 0.48 0.50 0.43 0.34 0.26 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Lane Group WBL WBR NBT SBT Lane Group Flow (vph)259 808 1556 975 v/c Ratio 0.30 0.65 0.73 0.45 Control Delay (s/veh)19.8 16.2 16.9 7.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh)19.8 16.2 16.9 7.7 Queue Length 50th (ft)39 126 137 91 Queue Length 95th (ft)67 172 m253 127 Internal Link Dist (ft)1070 208 135 Turn Bay Length (ft)190 320 Base Capacity (vph)857 1279 2105 2160 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.30 0.63 0.74 0.45 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Queues Opening Year+Phase 1 Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)244 382 300 926 244 191 353 952 1083 241 478 114 v/c Ratio 0.48 0.56 0.38 1.14 0.62 0.40 0.73 0.44 0.63 0.65 0.24 0.16 Control Delay (s/veh)59.6 53.8 5.6 134.3 60.7 22.3 66.9 32.5 16.4 69.0 32.7 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)59.6 53.8 5.6 134.3 60.7 22.3 66.9 32.5 16.4 69.0 32.7 1.2 Queue Length 50th (ft)107 175 0 ~323 193 51 161 215 230 110 103 0 Queue Length 95th (ft)153 201 39 m#406 m291 m126 207 315 409 153 165 8 Internal Link Dist (ft)732 623 581 1238 Turn Bay Length (ft)260 290 220 290 420 280 Base Capacity (vph)500 1018 1018 810 632 650 566 2138 1714 397 1965 710 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.38 0.29 1.14 0.39 0.29 0.62 0.45 0.63 0.61 0.24 0.16 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Opening Year+Phase 1 Conditions 4: Regional St & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)178 1483 119 982 336 60 118 197 37 207 v/c Ratio 0.76 0.59 0.61 0.32 1.18 0.26 0.39 0.86 0.21 0.62 Control Delay (s/veh)72.0 25.2 64.8 24.9 161.9 56.1 10.4 92.9 57.6 15.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)72.0 25.2 64.8 24.9 161.9 56.1 10.4 92.9 57.6 15.1 Queue Length 50th (ft)164 316 67 100 ~366 53 0 176 33 0 Queue Length 95th (ft)236 460 144 211 #563 83 45 #302 58 65 Internal Link Dist (ft)623 644 371 1175 Turn Bay Length (ft)215 205 105 105 110 110 Base Capacity (vph)272 2513 195 3027 284 536 535 246 496 564 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.59 0.61 0.32 1.18 0.11 0.22 0.80 0.07 0.37 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)222 1431 146 998 159 36 181 79 111 v/c Ratio 0.76 0.58 0.68 0.44 0.60 0.11 0.44 0.55 0.31 Control Delay (s/veh)79.6 16.6 73.1 30.0 72.2 46.0 9.7 76.5 18.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)79.6 16.6 73.1 30.0 72.2 46.0 9.7 76.5 18.4 Queue Length 50th (ft)146 369 54 336 73 27 0 71 23 Queue Length 95th (ft)m287 212 152 392 110 59 64 125 78 Internal Link Dist (ft)514 542 532 104 Turn Bay Length (ft)235 215 135 135 170 Base Capacity (vph)301 2442 220 2265 331 496 534 170 482 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.59 0.66 0.44 0.48 0.07 0.34 0.46 0.23 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Queues Opening Year+Phase 1 Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)214 1261 297 873 214 114 167 295 254 138 79 v/c Ratio 0.75 0.65 0.75 0.38 0.28 0.69 0.57 0.60 0.68 0.44 0.21 Control Delay (s/veh)54.9 23.7 36.7 20.8 11.9 81.8 61.4 10.3 69.7 55.1 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)54.9 23.7 36.7 20.8 11.9 81.8 61.4 10.3 69.7 55.1 2.6 Queue Length 50th (ft)196 127 265 270 125 102 147 0 116 117 0 Queue Length 95th (ft)#289 163 m#399 333 m176 165 203 78 161 169 9 Internal Link Dist (ft)542 1069 572 230 Turn Bay Length (ft)200 305 190 100 130 120 Base Capacity (vph)284 1919 393 2256 763 221 497 628 429 496 499 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.75 0.66 0.76 0.39 0.28 0.52 0.34 0.47 0.59 0.28 0.16 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Opening Year+Phase 1 Conditions 8: Village Parkway & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph)267 1488 175 1053 398 84 34 481 108 212 v/c Ratio 0.66 0.80 0.68 0.77 0.37 0.65 0.11 0.90 0.41 0.53 Control Delay (s/veh)88.0 23.1 72.2 53.0 3.6 86.6 42.9 79.2 57.5 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)88.0 23.1 72.2 53.0 3.6 86.6 42.9 79.2 57.5 10.3 Queue Length 50th (ft)131 193 154 328 0 75 11 228 95 0 Queue Length 95th (ft)146 #992 #240 384 72 133 24 #341 124 60 Internal Link Dist (ft)1069 4207 583 1714 Turn Bay Length (ft)255 200 415 100 220 55 Base Capacity (vph)455 1843 254 1351 1074 150 979 533 646 680 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.81 0.69 0.78 0.37 0.56 0.03 0.90 0.17 0.31 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)155 1067 739 496 823 361 795 1203 482 330 1019 v/c Ratio 0.57 0.60 0.49 0.84 0.50 0.44 1.05 0.78 0.36 0.78 0.59 Control Delay (s/veh)75.4 43.9 23.4 79.1 44.6 9.2 107.2 52.9 23.4 78.2 48.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)75.4 43.9 23.4 79.1 44.6 9.2 107.2 52.9 23.4 78.2 48.2 Queue Length 50th (ft)76 327 248 172 254 43 ~300 392 142 162 242 Queue Length 95th (ft)115 378 311 #251 302 133 #389 443 192 218 276 Internal Link Dist (ft)4207 2096 1589 1541 Turn Bay Length (ft)215 415 565 300 495 450 210 Base Capacity (vph)307 1757 1508 584 1632 811 756 1629 1289 449 1896 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.61 0.49 0.85 0.50 0.45 1.05 0.74 0.37 0.73 0.54 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Lane Group EBL EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)100 117 87 355 9 126 204 204 v/c Ratio 0.30 0.25 0.16 0.49 0.02 0.29 0.47 0.46 Control Delay (s/veh)27.2 24.6 16.5 4.7 25.3 24.3 27.3 26.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)27.2 24.6 16.5 4.7 25.3 24.3 27.3 26.6 Queue Length 50th (ft)20 22 17 0 2 25 44 43 Queue Length 95th (ft)121 129 70 53 19 129 229 224 Internal Link Dist (ft)677 257 288 572 Turn Bay Length (ft)130 285 65 145 Base Capacity (vph)898 1271 1753 1538 1082 1096 1025 1022 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.09 0.05 0.23 0.01 0.11 0.20 0.20 Intersection Summary Queues Opening Year+Phase 1 Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)44 42 62 151 153 334 166 641 534 284 366 42 v/c Ratio 0.18 0.17 0.22 0.42 0.42 0.57 0.54 0.54 0.61 0.51 0.22 0.08 Control Delay (s/veh)44.2 43.9 8.6 35.6 35.6 7.9 44.3 27.3 5.8 40.4 24.3 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)44.2 43.9 8.6 35.6 35.6 7.9 44.3 27.3 5.8 40.4 24.3 2.0 Queue Length 50th (ft)21 20 0 76 77 0 80 139 0 70 50 0 Queue Length 95th (ft)67 65 28 157 158 72 180 255 79 143 99 8 Internal Link Dist (ft)543 429 1238 739 Turn Bay Length (ft)65 60 130 200 280 300 Base Capacity (vph)585 615 578 778 787 880 585 2341 1212 1135 3364 985 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.07 0.11 0.19 0.19 0.38 0.28 0.27 0.44 0.25 0.11 0.04 Intersection Summary Queues Opening Year+Phase 1 Conditions 12: Regional St & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 11 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)75 794 247 436 171 28 139 32 29 v/c Ratio 0.30 0.61 0.57 0.23 0.52 0.06 0.29 0.09 0.06 Control Delay (s/veh)35.5 21.1 31.4 11.8 31.1 23.5 6.7 24.0 16.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)35.5 21.1 31.4 11.8 31.1 23.5 6.7 24.0 16.6 Queue Length 50th (ft)26 121 81 48 56 8 0 10 4 Queue Length 95th (ft)91 290 223 122 153 34 44 38 28 Internal Link Dist (ft)429 761 1175 245 Turn Bay Length (ft)105 105 100 100 35 Base Capacity (vph)924 2092 924 2228 614 834 779 616 777 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.38 0.27 0.20 0.28 0.03 0.18 0.05 0.04 Intersection Summary Queues Opening Year+Phase 1 Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 12 Lane Group EBL EBT WBT NBT SBT SBR Lane Group Flow (vph)66 972 751 5 51 39 v/c Ratio 0.31 0.52 0.40 0.02 0.36 0.12 Control Delay (s/veh)43.1 23.8 12.2 0.2 41.2 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)43.1 23.8 12.2 0.2 41.2 0.7 Queue Length 50th (ft)27 168 47 0 22 0 Queue Length 95th (ft)99 #614 123 0 69 0 Internal Link Dist (ft)761 197 106 622 Turn Bay Length (ft)80 45 Base Capacity (vph)638 1855 1846 580 377 652 Starvation Cap Reductn 0 0 147 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.52 0.44 0.01 0.14 0.06 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBT Lane Group Flow (vph)48 911 71 652 69 57 108 v/c Ratio 0.23 0.49 0.33 0.35 0.20 0.12 0.44 Control Delay (s/veh)63.8 10.7 43.1 21.5 27.3 12.4 34.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)63.8 10.7 43.1 21.5 27.3 12.4 34.2 Queue Length 50th (ft)23 31 30 99 22 4 38 Queue Length 95th (ft)m72 #202 105 330 86 43 114 Internal Link Dist (ft)197 509 445 238 Turn Bay Length (ft)80 180 75 Base Capacity (vph)638 1836 638 1839 475 640 529 Starvation Cap Reductn 0 73 0 0 0 0 0 Spillback Cap Reductn 0 0 0 29 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.52 0.11 0.36 0.15 0.09 0.20 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Opening Year+Phase 1 Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 14 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph)4 956 225 529 177 318 7 v/c Ratio 0.02 0.66 0.58 0.22 0.56 0.51 0.01 Control Delay (s/veh)39.7 21.0 35.0 7.2 33.9 6.5 19.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)39.7 21.0 35.0 7.2 33.9 6.5 19.8 Queue Length 50th (ft)2 153 81 35 63 0 1 Queue Length 95th (ft)13 338 207 130 150 60 12 Internal Link Dist (ft)509 1118 372 166 Turn Bay Length (ft)100 150 90 Base Capacity (vph)597 1993 597 2450 476 774 584 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.48 0.38 0.22 0.37 0.41 0.01 Intersection Summary Queues Opening Year+Phase 1 Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)294 614 229 118 318 57 175 366 131 54 274 255 v/c Ratio 0.60 0.60 0.43 0.39 0.53 0.18 0.55 0.55 0.35 0.20 0.51 0.56 Control Delay (s/veh)39.7 35.8 22.6 47.5 46.0 7.7 48.5 43.6 22.1 46.4 47.3 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)39.7 35.8 22.6 47.5 46.0 7.7 48.5 43.6 22.1 46.4 47.3 11.2 Queue Length 50th (ft)180 187 72 71 102 0 115 120 31 32 88 0 Queue Length 95th (ft)357 324 179 157 186 27 235 211 100 82 162 78 Internal Link Dist (ft)1118 764 1714 758 Turn Bay Length (ft)180 100 115 80 125 80 90 120 Base Capacity (vph)673 1408 694 740 1480 670 673 1411 693 740 1480 790 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.44 0.33 0.16 0.21 0.09 0.26 0.26 0.19 0.07 0.19 0.32 Intersection Summary Local Transportation Analysis │Dublin Commons August 2024 │ Final G – Cumulative Plus Project Traffic Conditions HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)209 206 317 665 223 135 311 711 748 219 595 219 Future Volume (veh/h)209 206 317 665 223 135 311 711 748 219 595 219 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 220 217 334 700 235 142 327 748 787 231 626 231 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 393 571 441 746 366 306 391 1548 1253 284 1391 429 Arrive On Green 0.11 0.15 0.15 0.05 0.06 0.06 0.11 0.29 0.29 0.08 0.26 0.26 Sat Flow, veh/h 3594 3696 2856 5224 1945 1627 3594 5310 2876 3594 5310 1639 Grp Volume(v), veh/h 220 217 334 700 235 142 327 748 787 231 626 231 Grp Sat Flow(s),veh/h/ln 1797 1848 1428 1741 1945 1627 1797 1770 1438 1797 1770 1639 Q Serve(g_s), s 8.1 7.4 15.7 18.7 16.5 6.9 12.5 16.3 29.8 8.9 13.8 8.5 Cycle Q Clear(g_c), s 8.1 7.4 15.7 18.7 16.5 6.9 12.5 16.3 29.8 8.9 13.8 8.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 393 571 441 746 366 306 391 1548 1253 284 1391 429 V/C Ratio(X)0.56 0.38 0.76 0.94 0.64 0.46 0.84 0.48 0.63 0.81 0.45 0.54 Avail Cap(c_a), veh/h 393 1056 816 746 625 523 590 1730 1351 359 1391 429 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.92 0.92 0.92 1.00 1.00 1.00 0.90 0.90 0.90 Uniform Delay (d), s/veh 59.2 53.2 56.7 66.1 61.1 20.1 61.2 40.9 30.8 63.4 43.2 11.1 Incr Delay (d2), s/veh 1.8 0.6 3.8 18.5 2.5 1.4 6.5 0.3 1.0 9.7 0.9 4.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 3.5 5.8 10.1 8.9 2.9 6.0 7.1 10.3 4.4 6.1 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 61.0 53.8 60.4 84.5 63.5 21.6 67.7 41.2 31.9 73.2 44.2 15.4 LnGrp LOS E D E F E C E D C E D B Approach Vol, veh/h 771 1077 1862 1088 Approach Delay, s/veh 58.7 71.7 41.9 44.2 Approach LOS E E D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 25.0 26.6 16.1 46.2 20.3 31.3 20.2 42.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.4 5.0 5.0 5.0 5.4 Max Green Setting (Gmax), s 20.0 40.0 14.0 45.6 15.0 45.0 23.0 36.6 Max Q Clear Time (g_c+I1), s 20.7 17.7 10.9 31.8 10.1 18.5 14.5 15.8 Green Ext Time (p_c), s 0.0 4.0 0.2 9.0 0.3 2.7 0.7 6.8 Intersection Summary HCM 6th Ctrl Delay, s/veh 51.8 HCM 6th LOS D Notes User approved changes to right turn type. HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 4: Regional St & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 116 922 64 79 680 57 197 27 79 54 22 94 Future Volume (veh/h) 116 922 64 79 680 57 197 27 79 54 22 94 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 125 991 69 85 731 61 212 29 85 58 24 101 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 146 1913 133 140 2395 197 197 300 254 75 171 144 Arrive On Green 0.08 0.39 0.39 0.03 0.13 0.13 0.11 0.16 0.16 0.04 0.09 0.09 Sat Flow, veh/h 1781 4870 338 1781 6097 501 1781 1870 1579 1781 1870 1575 Grp Volume(v), veh/h 125 692 368 85 576 216 212 29 85 58 24 101 Grp Sat Flow(s),veh/h/ln1781 1702 1805 1781 1609 1773 1781 1870 1579 1781 1870 1575 Q Serve(g_s), s 9.7 21.7 21.8 6.6 15.1 15.4 15.5 1.9 4.0 4.5 1.7 8.7 Cycle Q Clear(g_c), s 9.7 21.7 21.8 6.6 15.1 15.4 15.5 1.9 4.0 4.5 1.7 8.7 Prop In Lane 1.00 0.19 1.00 0.28 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 146 1337 709 140 1896 697 197 300 254 75 171 144 V/C Ratio(X)0.85 0.52 0.52 0.61 0.30 0.31 1.07 0.10 0.34 0.78 0.14 0.70 Avail Cap(c_a), veh/h 146 1337 709 146 1896 697 197 538 455 184 525 442 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh63.4 32.4 32.4 66.0 43.6 43.7 62.2 50.1 18.7 66.4 58.5 61.7 Incr Delay (d2), s/veh 31.7 1.3 2.4 4.4 0.4 1.2 85.4 0.2 0.9 6.0 0.4 6.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.7 9.1 9.9 3.3 6.6 7.6 11.7 0.9 2.7 2.2 0.8 3.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 95.1 33.7 34.8 70.5 44.0 44.9 147.7 50.3 19.6 72.4 58.9 68.4 LnGrp LOS F C C E D D F D B E E E Approach Vol, veh/h 1185 877 326 183 Approach Delay, s/veh 40.5 46.8 105.6 68.4 Approach LOS D D F E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s16.0 60.0 20.0 17.5 16.0 60.0 10.4 27.2 Change Period (Y+Rc), s 5.0 * 5 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s11.5 * 55 15.5 39.3 11.5 55.0 14.5 40.3 Max Q Clear Time (g_c+I1), s8.6 23.8 17.5 10.7 11.7 17.4 6.5 6.0 Green Ext Time (p_c), s 0.0 11.5 0.0 0.5 0.0 8.5 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay, s/veh 52.9 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC Cumulative+Project Conditions 5: Dublin Blvd & Spruce Street Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 917 27 47 749 22 0 0 22 0 0 49 Future Vol, veh/h 0 917 27 47 749 22 0 0 22 0 0 49 Conflicting Peds, #/hr 10 0 3 3 0 10 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ---100 ----0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1008 30 52 823 24 0 0 24 0 0 54 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All -0 0 1041 0 0 --522 --434 Stage 1 ------------ Stage 2 ------------ Critical Hdwy ---5.34 ----7.14 --7.14 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy ---3.12 ----3.92 --3.92 Pot Cap-1 Maneuver 0 --374 --0 0 428 0 0 487 Stage 1 0 -----0 0 -0 0 - Stage 2 0 -----0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver ---373 ----427 --483 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 0 0.9 13.9 13.4 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)427 --373 --483 HCM Lane V/C Ratio 0.057 --0.138 --0.111 HCM Control Delay (s/veh)13.9 --16.2 --13.4 HCM Lane LOS B --C --B HCM 95th %tile Q (veh)0.2 --0.5 --0.4 HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)211 617 270 404 667 31 115 21 161 83 20 36 Future Volume (veh/h)211 617 270 404 667 31 115 21 161 83 20 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 1.00 1.00 0.96 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 224 656 287 430 710 33 122 22 171 88 21 38 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 197 1364 584 197 1964 91 171 308 252 123 107 193 Arrive On Green 0.11 0.39 0.39 0.22 0.79 0.79 0.05 0.16 0.16 0.07 0.18 0.18 Sat Flow, veh/h 1781 3471 1487 1781 5000 232 3456 1870 1527 1781 578 1045 Grp Volume(v), veh/h 224 643 300 430 483 260 122 22 171 88 0 59 Grp Sat Flow(s),veh/h/ln 1781 1702 1554 1781 1702 1828 1728 1870 1527 1781 0 1623 Q Serve(g_s), s 15.5 19.8 20.3 15.5 5.9 6.0 4.9 1.4 14.7 6.8 0.0 4.3 Cycle Q Clear(g_c), s 15.5 19.8 20.3 15.5 5.9 6.0 4.9 1.4 14.7 6.8 0.0 4.3 Prop In Lane 1.00 0.96 1.00 0.13 1.00 1.00 1.00 0.64 Lane Grp Cap(c), veh/h 197 1337 610 197 1337 718 171 308 252 123 0 299 V/C Ratio(X)1.14 0.48 0.49 2.18 0.36 0.36 0.72 0.07 0.68 0.71 0.00 0.20 Avail Cap(c_a), veh/h 197 1337 610 197 1337 718 333 498 407 172 0 432 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 62.2 31.8 32.0 54.5 9.7 9.7 65.6 49.4 55.0 63.8 0.0 48.3 Incr Delay (d2), s/veh 105.4 1.2 2.8 546.6 0.7 1.3 2.1 0.0 1.2 3.7 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.8 8.3 8.1 36.0 2.0 2.3 2.2 0.7 5.8 3.2 0.0 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 167.6 33.1 34.8 601.1 10.5 11.1 67.7 49.4 56.2 67.5 0.0 48.4 LnGrp LOS F C C F B B E D E E D Approach Vol, veh/h 1167 1173 315 147 Approach Delay, s/veh 59.3 227.1 60.2 59.8 Approach LOS E F E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 20.0 60.0 11.4 30.5 20.0 60.0 14.2 27.8 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s 15.5 55.0 13.5 37.3 15.5 55.0 13.5 37.3 Max Q Clear Time (g_c+I1), s 17.5 22.3 6.9 6.3 17.5 8.0 8.8 16.7 Green Ext Time (p_c), s 0.0 10.5 0.1 0.2 0.0 8.1 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay, s/veh 129.7 HCM 6th LOS F HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 146 641 74 378 875 328 79 102 325 141 140 54 Future Volume (veh/h) 146 641 74 378 875 328 79 102 325 141 140 54 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 162 712 82 420 972 364 88 113 361 157 156 60 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 191 1322 151 388 2006 601 109 458 385 208 456 378 Arrive On Green 0.11 0.29 0.29 0.44 0.79 0.79 0.06 0.24 0.24 0.06 0.24 0.24 Sat Flow, veh/h 1781 4626 528 1781 5106 1531 1781 1870 1573 3456 1870 1550 Grp Volume(v), veh/h 162 522 272 420 972 364 88 113 361 157 156 60 Grp Sat Flow(s),veh/h/ln1781 1702 1750 1781 1702 1531 1781 1870 1573 1728 1870 1550 Q Serve(g_s), s 12.5 18.1 18.4 30.5 9.2 9.4 6.8 6.8 31.5 6.3 9.6 2.9 Cycle Q Clear(g_c), s 12.5 18.1 18.4 30.5 9.2 9.4 6.8 6.8 31.5 6.3 9.6 2.9 Prop In Lane 1.00 0.30 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 191 973 500 388 2006 601 109 458 385 208 456 378 V/C Ratio(X)0.85 0.54 0.54 1.08 0.48 0.61 0.81 0.25 0.94 0.75 0.34 0.16 Avail Cap(c_a), veh/h 197 973 500 388 2006 601 172 500 420 333 498 413 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.86 0.86 0.86 0.50 0.50 0.50 0.91 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh61.4 42.2 42.3 39.5 10.1 5.1 64.9 42.5 51.8 64.8 43.7 19.8 Incr Delay (d2), s/veh 24.2 1.8 3.6 56.9 0.4 2.3 6.0 0.3 25.8 5.4 0.4 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.9 7.8 8.4 16.9 2.6 3.2 3.3 3.2 15.3 2.9 4.6 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 85.6 44.0 45.9 96.4 10.5 7.4 70.9 42.7 77.6 70.2 44.1 20.0 LnGrp LOS F D D F B A E D E E D C Approach Vol, veh/h 956 1756 562 373 Approach Delay, s/veh 51.6 30.4 69.6 51.2 Approach LOS D C E D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s35.0 45.0 13.1 38.8 20.0 60.0 12.9 39.0 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 5.0 * 5 4.5 * 4.7 Max Green Setting (Gmax), s30.5 40.0 13.5 37.3 15.5 * 55 13.5 * 37 Max Q Clear Time (g_c+I1), s32.5 20.4 8.8 11.6 14.5 11.4 8.3 33.5 Green Ext Time (p_c), s 0.0 6.8 0.0 1.0 0.0 15.8 0.2 0.8 Intersection Summary HCM 6th Ctrl Delay, s/veh 44.1 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 26 35 45 402 45 217 110 509 456 337 538 31 Future Volume (veh/h) 26 35 45 402 45 217 110 509 456 337 538 31 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 31 42 54 523 0 0 133 613 549 406 648 0 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 172 181 144 708 0 173 1474 648 485 2340 Arrive On Green 0.09 0.09 0.09 0.19 0.00 0.00 0.09 0.40 0.40 0.14 0.44 0.00 Sat Flow, veh/h 1853 1945 1545 3705 0 1648 1853 3696 1626 3594 5310 1648 Grp Volume(v), veh/h 31 42 54 523 0 0 133 613 549 406 648 0 Grp Sat Flow(s),veh/h/ln1853 1945 1545 1853 0 1648 1853 1848 1626 1797 1770 1648 Q Serve(g_s), s 1.6 2.1 3.4 13.9 0.0 0.0 7.4 12.5 32.2 11.6 8.2 0.0 Cycle Q Clear(g_c), s 1.6 2.1 3.4 13.9 0.0 0.0 7.4 12.5 32.2 11.6 8.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 172 181 144 708 0 173 1474 648 485 2340 V/C Ratio(X)0.18 0.23 0.38 0.74 0.00 0.77 0.42 0.85 0.84 0.28 Avail Cap(c_a), veh/h 442 464 368 1236 0 442 1762 775 857 2531 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh43.9 44.1 44.7 40.0 0.0 0.0 46.4 22.7 28.6 44.2 18.7 0.0 Incr Delay (d2), s/veh 0.2 0.2 0.6 0.6 0.0 0.0 2.7 0.3 8.2 1.5 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 1.0 1.3 6.4 0.0 0.0 3.4 5.3 13.2 5.1 3.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 44.1 44.3 45.3 40.5 0.0 0.0 49.2 23.0 36.8 45.7 18.8 0.0 LnGrp LOS D D D D D C D D B Approach Vol, veh/h 127 523 1295 1054 Approach Delay, s/veh 44.7 40.5 31.5 29.2 Approach LOS D D C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s18.7 47.1 24.7 14.3 51.5 14.4 Change Period (Y+Rc), s 4.5 5.3 4.7 4.5 5.3 4.6 Max Green Setting (Gmax), s25.0 50.0 35.0 25.0 50.0 25.0 Max Q Clear Time (g_c+I1), s13.6 34.2 15.9 9.4 10.2 5.4 Green Ext Time (p_c), s 0.6 7.7 1.0 0.1 6.8 0.2 Intersection Summary HCM 6th Ctrl Delay, s/veh 32.8 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 12: Regional St & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 43 706 71 126 574 4 70 10 54 9 5 12 Future Volume (veh/h) 43 706 71 126 574 4 70 10 54 9 5 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 51 831 84 148 675 5 82 12 64 11 6 14 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 132 1532 155 250 1945 14 370 271 230 367 72 168 Arrive On Green 0.07 0.45 0.45 0.13 0.52 0.51 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1853 3376 341 1853 3760 28 1445 1945 1645 1374 517 1207 Grp Volume(v), veh/h 51 455 460 148 332 348 82 12 64 11 0 20 Grp Sat Flow(s),veh/h/ln1853 1848 1869 1853 1848 1940 1445 1945 1645 1374 0 1725 Q Serve(g_s), s 1.0 7.0 7.0 3.0 4.2 4.2 2.1 0.2 1.4 0.3 0.0 0.4 Cycle Q Clear(g_c), s 1.0 7.0 7.0 3.0 4.2 4.2 2.5 0.2 1.4 0.5 0.0 0.4 Prop In Lane 1.00 0.18 1.00 0.01 1.00 1.00 1.00 0.70 Lane Grp Cap(c), veh/h 132 839 848 250 956 1004 370 271 230 367 0 241 V/C Ratio(X)0.39 0.54 0.54 0.59 0.35 0.35 0.22 0.04 0.28 0.03 0.00 0.08 Avail Cap(c_a), veh/h 1463 1694 1714 1463 1694 1778 1126 1289 1090 1086 0 1143 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh17.5 7.8 7.8 16.0 5.6 5.6 15.8 14.7 15.2 14.9 0.0 14.8 Incr Delay (d2), s/veh 0.7 0.8 0.8 0.8 0.3 0.3 0.1 0.0 0.2 0.0 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 2.1 2.1 1.1 1.1 1.1 0.6 0.1 0.4 0.1 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 18.1 8.6 8.6 16.8 5.9 5.9 15.9 14.7 15.4 14.9 0.0 14.8 LnGrp LOS B A A B A A B B B B B Approach Vol, veh/h 966 828 158 31 Approach Delay, s/veh 9.1 7.8 15.6 14.9 Approach LOS A A B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s6.2 24.3 8.9 8.7 21.8 8.9 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Setting (Gmax), s30.0 35.0 25.0 30.0 35.0 25.0 Max Q Clear Time (g_c+I1), s3.0 6.2 4.5 5.0 9.0 2.5 Green Ext Time (p_c), s 0.1 4.7 0.3 0.3 6.7 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 9.2 HCM 6th LOS A Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)3 734 83 270 674 1 93 6 231 6 2 8 Future Volume (veh/h)3 734 83 270 674 1 93 6 231 6 2 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 0.98 0.98 0.99 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 4 884 100 325 812 1 112 7 278 7 2 10 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 40 1277 144 411 2212 3 431 24 359 165 68 172 Arrive On Green 0.02 0.38 0.38 0.22 0.58 0.58 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1853 3327 376 1853 3787 5 1440 107 1615 391 307 775 Grp Volume(v), veh/h 4 491 493 325 396 417 119 0 278 19 0 0 Grp Sat Flow(s),veh/h/ln1853 1848 1855 1853 1848 1944 1547 0 1615 1473 0 0 Q Serve(g_s), s 0.1 14.0 14.0 10.4 7.1 7.1 0.0 0.0 10.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.1 14.0 14.0 10.4 7.1 7.1 3.4 0.0 10.2 3.4 0.0 0.0 Prop In Lane 1.00 0.20 1.00 0.00 0.94 1.00 0.37 0.53 Lane Grp Cap(c), veh/h 40 709 712 411 1079 1135 455 0 359 406 0 0 V/C Ratio(X)0.10 0.69 0.69 0.79 0.37 0.37 0.26 0.00 0.78 0.05 0.00 0.00 Avail Cap(c_a), veh/h 623 1063 1067 623 1079 1135 621 0 543 566 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh30.1 16.2 16.2 23.0 6.9 6.9 20.3 0.0 22.9 19.2 0.0 0.0 Incr Delay (d2), s/veh 0.4 1.7 1.7 1.9 0.3 0.3 0.1 0.0 1.7 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 5.6 5.6 4.4 2.3 2.4 1.4 0.0 3.8 0.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 30.5 18.0 18.0 25.0 7.2 7.2 20.4 0.0 24.7 19.2 0.0 0.0 LnGrp LOS C B B C A A C C B Approach Vol, veh/h 988 1138 397 19 Approach Delay, s/veh 18.0 12.3 23.4 19.2 Approach LOS B B C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s17.3 28.0 17.4 4.8 40.6 17.4 Change Period (Y+Rc), s 4.5 5.0 4.6 4.5 5.0 4.6 Max Green Setting (Gmax), s20.0 35.0 20.0 20.0 35.0 20.0 Max Q Clear Time (g_c+I1), s12.4 16.0 5.4 2.1 9.1 12.2 Green Ext Time (p_c), s 0.5 6.6 0.0 0.0 5.7 0.7 Intersection Summary HCM 6th Ctrl Delay, s/veh 16.3 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 448 334 179 132 357 108 158 715 85 111 726 466 Future Volume (veh/h) 448 334 179 132 357 108 158 715 85 111 726 466 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 574 428 0 169 458 0 203 917 109 142 931 0 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 873 458 283 564 451 946 390 451 899 Arrive On Green 0.24 0.24 0.00 0.15 0.15 0.00 0.24 0.24 0.24 0.24 0.24 0.00 Sat Flow, veh/h 3705 1945 1648 1853 3696 1648 1853 3890 1603 1853 3696 1648 Grp Volume(v), veh/h 574 428 0 169 458 0 203 917 109 142 931 0 Grp Sat Flow(s),veh/h/ln1853 1945 1648 1853 1848 1648 1853 1945 1603 1853 1848 1648 Q Serve(g_s), s 23.0 35.5 0.0 14.0 19.7 0.0 15.3 38.4 9.1 10.3 40.0 0.0 Cycle Q Clear(g_c), s 23.0 35.5 0.0 14.0 19.7 0.0 15.3 38.4 9.1 10.3 40.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 873 458 283 564 451 946 390 451 899 V/C Ratio(X)0.66 0.93 0.60 0.81 0.45 0.97 0.28 0.32 1.04 Avail Cap(c_a), veh/h 901 473 451 899 451 946 390 451 899 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh56.8 61.6 0.0 65.0 67.4 0.0 52.9 61.6 50.5 51.0 62.2 0.0 Incr Delay (d2), s/veh 1.7 25.4 0.0 2.0 3.1 0.0 0.7 21.9 0.4 0.4 39.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln11.1 20.8 0.0 6.8 9.6 0.0 7.3 21.9 3.7 4.9 23.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 58.5 87.0 0.0 67.0 70.5 0.0 53.6 83.5 50.9 51.4 101.8 0.0 LnGrp LOS E F E E D F D D F Approach Vol, veh/h 1002 627 1229 1073 Approach Delay, s/veh 70.7 69.5 75.7 95.1 Approach LOS E E E F Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 30.4 45.0 44.0 45.0 Change Period (Y+Rc), s 5.3 5.0 5.3 5.0 Max Green Setting (Gmax), s 40.0 40.0 40.0 40.0 Max Q Clear Time (g_c+I1), s 21.7 40.4 37.5 42.0 Green Ext Time (p_c), s 3.4 0.0 1.3 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 78.7 HCM 6th LOS E Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC Cumulative+Project Conditions 17: Amador Plaza Rd & Plaza Drive Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 48 0 576 287 41 Future Vol, veh/h 0 48 0 576 287 41 Conflicting Peds, #/hr 2 1 1 0 0 1 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 0 56 0 678 338 48 Major/Minor Minor2 Major1 Major2 Conflicting Flow All -364 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy -6.22 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.318 ---- Pot Cap-1 Maneuver 0 681 0 --- Stage 1 0 -0 --- Stage 2 0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver -680 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v 10.8 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)-680 -- HCM Lane V/C Ratio -0.083 -- HCM Control Delay (s/veh)-10.8 -- HCM Lane LOS -B -- HCM 95th %tile Q (veh)-0.3 -- HCM 6th TWSC Cumulative+Project Conditions 18: Amador Plaza Rd & First Street Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 12 Report Kimley-Horn & Associates, Inc Page 3 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 14 0 24 0 0 60 37 464 75 48 304 19 Future Vol, veh/h 14 0 24 0 0 60 37 464 75 48 304 19 Conflicting Peds, #/hr 0 0 0 0 0 0 10 0 0 0 0 10 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length -----0 100 --60 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 90 92 90 90 90 92 92 90 90 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 15 0 26 0 0 67 40 504 83 53 330 21 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1116 1124 351 --546 361 0 0 587 0 0 Stage 1 457 457 ---------- Stage 2 659 667 ---------- Critical Hdwy 7.12 6.52 6.22 --6.22 4.12 --4.12 -- Critical Hdwy Stg 1 6.12 5.52 ---------- Critical Hdwy Stg 2 6.12 5.52 ---------- Follow-up Hdwy 3.518 4.018 3.318 --3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 185 205 692 0 0 538 1198 --988 -- Stage 1 583 568 -0 0 ------- Stage 2 453 457 -0 0 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 150 186 686 --538 1187 --988 -- Mov Cap-2 Maneuver 150 186 ---------- Stage 1 559 532 ---------- Stage 2 383 441 ---------- Approach EB WB NB SB HCM Control Delay, s/v 19.1 12.6 0.5 1.2 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1187 --296 538 988 -- HCM Lane V/C Ratio 0.034 --0.14 0.124 0.054 -- HCM Control Delay (s/veh)8.1 --19.1 12.6 8.9 -- HCM Lane LOS A --C B A -- HCM 95th %tile Q (veh)0.1 --0.5 0.4 0.2 -- HCM 6th TWSC Cumulative+Project Conditions 19: Amador Plaza Rd & Second Street Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 12 Report Kimley-Horn & Associates, Inc Page 4 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 0 40 3 0 2 102 367 4 1 284 36 Future Vol, veh/h 11 0 40 3 0 2 102 367 4 1 284 36 Conflicting Peds, #/hr 0 0 4 4 0 0 4 0 2 2 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------100 --60 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 13 0 48 4 0 2 123 442 5 1 342 43 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1062 1065 372 1087 1084 447 389 0 0 449 0 0 Stage 1 370 370 -693 693 ------- Stage 2 692 695 -394 391 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 -- Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 201 223 674 194 217 612 1170 --1111 -- Stage 1 650 620 -434 445 ------- Stage 2 434 444 -631 607 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 183 198 669 165 193 611 1166 --1109 -- Mov Cap-2 Maneuver 183 198 -165 193 ------- Stage 1 579 617 -388 397 ------- Stage 2 387 396 -583 604 ------- Approach EB WB NB SB HCM Control Delay, s/v 14.9 20.9 1.8 0 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1166 --425 233 1109 -- HCM Lane V/C Ratio 0.105 --0.145 0.026 0.001 -- HCM Control Delay (s/veh)8.5 --14.9 20.9 8.3 -- HCM Lane LOS A --B C A -- HCM 95th %tile Q (veh)0.4 --0.5 0.1 0 -- HCM 6th TWSC Cumulative+Project Conditions 20: Amador Plaza Rd & Third Street Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 13 Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 0 14 10 0 2 29 314 14 12 300 23 Future Vol, veh/h 10 0 14 10 0 2 29 314 14 12 300 23 Conflicting Peds, #/hr 0 0 6 6 0 0 6 0 0 0 0 6 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------100 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 12 0 17 12 0 2 35 383 17 15 366 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 879 886 392 887 892 392 400 0 0 400 0 0 Stage 1 416 416 -462 462 ------- Stage 2 463 470 -425 430 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 -- Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 268 284 657 265 281 657 1159 --1159 -- Stage 1 614 592 -580 565 ------- Stage 2 579 560 -607 583 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 257 271 650 248 268 657 1153 --1159 -- Mov Cap-2 Maneuver 257 271 -248 268 ------- Stage 1 592 581 -563 548 ------- Stage 2 559 543 -580 573 ------- Approach EB WB NB SB HCM Control Delay, s/v 14.8 18.7 0.7 0.3 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1153 --397 277 1159 -- HCM Lane V/C Ratio 0.031 --0.074 0.053 0.013 -- HCM Control Delay (s/veh)8.2 --14.8 18.7 8.1 -- HCM Lane LOS A --B C A -- HCM 95th %tile Q (veh)0.1 --0.2 0.2 0 -- HCM 6th AWSC Cumulative+Project Conditions 21: First Street Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 14 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 55 0 0 26 120 15 Future Vol, veh/h 55 0 0 26 120 15 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 61 0 0 29 133 17 Number of Lanes 1 0 0 1 1 0 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 1 HCM Control Delay, s/veh 7.6 7.5 8.2 HCM LOS A A A Lane NBLn1 EBLn1 WBLn1 Vol Left, %89%0%0% Vol Thru, %0% 100% 100% Vol Right, %11%0%0% Sign Control Stop Stop Stop Traffic Vol by Lane 135 55 26 LT Vol 120 0 0 Through Vol 0 55 26 RT Vol 15 0 0 Lane Flow Rate 150 61 29 Geometry Grp 1 1 1 Degree of Util (X)0.175 0.072 0.035 Departure Headway (Hd)4.201 4.22 4.345 Convergence, Y/N Yes Yes Yes Cap 849 836 829 Service Time 2.253 2.311 2.345 HCM Lane V/C Ratio 0.177 0.073 0.035 HCM Control Delay, s/veh 8.2 7.6 7.5 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.2 0.1 HCM 6th AWSC Cumulative+Project Conditions 22: First Street & Golden Gate Dr Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 15 Intersection Intersection Delay, s/veh 7.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 30 51 4 97 45 0 0 0 25 17 15 Future Vol, veh/h 18 30 51 4 97 45 0 0 0 25 17 15 Peak Hour Factor 0.92 0.92 0.90 0.90 0.92 0.92 0.90 0.90 0.90 0.92 0.90 0.92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 20 33 57 4 105 49 0 0 0 27 19 16 Number of Lanes 0 1 0 0 1 0 0 0 0 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay, s/veh7.5 7.9 7.8 HCM LOS A A A Lane EBLn1WBLn1SBLn1 Vol Left, %18%3% 44% Vol Thru, %30% 66% 30% Vol Right, %52% 31% 26% Sign Control Stop Stop Stop Traffic Vol by Lane 99 146 57 LT Vol 18 4 25 Through Vol 30 97 17 RT Vol 51 45 15 Lane Flow Rate 109 159 62 Geometry Grp 1 1 1 Degree of Util (X)0.118 0.174 0.077 Departure Headway (Hd)3.89 3.946 4.42 Convergence, Y/N Yes Yes Yes Cap 910 900 815 Service Time 1.963 2.008 2.42 HCM Lane V/C Ratio 0.12 0.177 0.076 HCM Control Delay, s/veh 7.5 7.9 7.8 HCM Lane LOS A A A HCM 95th-tile Q 0.4 0.6 0.2 HCM 6th AWSC Cumulative+Project Conditions 23: Spruce Street & First Street Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 16 Intersection Intersection Delay, s/veh 7.4 Intersection LOS A Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 45 29 13 32 24 35 Future Vol, veh/h 45 29 13 32 24 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 49 32 14 35 26 38 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach RightSB WB Conflicting Lanes Right 1 1 0 HCM Control Delay, s/veh7.5 6.9 7.6 HCM LOS A A A Lane NBLn1WBLn1SBLn1 Vol Left, %0% 61% 41% Vol Thru, %29%0% 59% Vol Right, %71% 39%0% Sign Control Stop Stop Stop Traffic Vol by Lane 45 74 59 LT Vol 0 45 24 Through Vol 13 0 35 RT Vol 32 29 0 Lane Flow Rate 49 80 64 Geometry Grp 1 1 1 Degree of Util (X)0.05 0.09 0.075 Departure Headway (Hd)3.696 4.014 4.193 Convergence, Y/N Yes Yes Yes Cap 961 887 850 Service Time 1.749 2.062 2.237 HCM Lane V/C Ratio 0.051 0.09 0.075 HCM Control Delay, s/veh 6.9 7.5 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.2 0.3 0.2 HCM 6th AWSC Cumulative+Project Conditions 24: Golden Gate Dr & Second Street Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 17 Intersection Intersection Delay, s/veh 7.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 12 0 3 2 10 0 45 2 7 42 1 Future Vol, veh/h 4 12 0 3 2 10 0 45 2 7 42 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 13 0 3 2 11 0 49 2 8 46 1 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh7.3 6.9 7.3 7.3 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, %0% 25% 20% 14% Vol Thru, %96% 75% 13% 84% Vol Right, %4%0% 67%2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 47 16 15 50 LT Vol 0 4 3 7 Through Vol 45 12 2 42 RT Vol 2 0 10 1 Lane Flow Rate 51 17 16 54 Geometry Grp 1 1 1 1 Degree of Util (X)0.057 0.02 0.017 0.061 Departure Headway (Hd)4.006 4.177 3.767 4.045 Convergence, Y/N Yes Yes Yes Yes Cap 894 852 943 885 Service Time 2.033 2.228 1.82 2.071 HCM Lane V/C Ratio 0.057 0.02 0.017 0.061 HCM Control Delay, s/veh 7.3 7.3 6.9 7.3 HCM Lane LOS A A A A HCM 95th-tile Q 0.2 0.1 0.1 0.2 HCM 6th AWSC Cumulative+Project Conditions 25: Spruce Street & Second Street Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 18 Intersection Intersection Delay, s/veh 6.8 Intersection LOS A Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 0 8 16 0 10 Future Vol, veh/h 3 0 8 16 0 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 3 0 9 17 0 11 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach RightSB WB Conflicting Lanes Right 1 1 0 HCM Control Delay, s/veh7.2 6.6 7 HCM LOS A A A Lane NBLn1WBLn1SBLn1 Vol Left, %0% 100%0% Vol Thru, %33%0% 100% Vol Right, %67%0%0% Sign Control Stop Stop Stop Traffic Vol by Lane 24 3 10 LT Vol 0 3 0 Through Vol 8 0 10 RT Vol 16 0 0 Lane Flow Rate 26 3 11 Geometry Grp 1 1 1 Degree of Util (X)0.026 0.004 0.012 Departure Headway (Hd)3.548 4.198 3.959 Convergence, Y/N Yes Yes Yes Cap 1014 856 908 Service Time 1.552 2.208 1.964 HCM Lane V/C Ratio 0.026 0.004 0.012 HCM Control Delay, s/veh 6.6 7.2 7 HCM Lane LOS A A A HCM 95th-tile Q 0.1 0 0 HCM 6th AWSC Cumulative+Project Conditions 26: Golden Gate Dr & Third Street Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 19 Intersection Intersection Delay, s/veh 7.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 1 1 1 0 8 0 42 8 10 57 10 Future Vol, veh/h 8 1 1 1 0 8 0 42 8 10 57 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 9 1 1 1 0 9 0 46 9 11 62 11 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh7.4 6.8 7.2 7.4 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, %0% 80% 11% 13% Vol Thru, %84% 10%0% 74% Vol Right, %16% 10% 89% 13% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 50 10 9 77 LT Vol 0 8 1 10 Through Vol 42 1 0 57 RT Vol 8 1 8 10 Lane Flow Rate 54 11 10 84 Geometry Grp 1 1 1 1 Degree of Util (X)0.059 0.013 0.01 0.092 Departure Headway (Hd)3.937 4.279 3.667 3.96 Convergence, Y/N Yes Yes Yes Yes Cap 910 830 966 906 Service Time 1.96 2.336 1.726 1.977 HCM Lane V/C Ratio 0.059 0.013 0.01 0.093 HCM Control Delay, s/veh 7.2 7.4 6.8 7.4 HCM Lane LOS A A A A HCM 95th-tile Q 0.2 0 0 0.3 HCM 6th AWSC Cumulative+Project Conditions 27: Golden Gate Dr & St Patrick Way Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 20 Intersection Intersection Delay, s/veh115.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 127 115 19 145 51 39 12 130 38 182 417 66 Future Vol, veh/h 127 115 19 145 51 39 12 130 38 182 417 66 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 141 128 21 161 57 43 13 144 42 202 463 73 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 1 2 2 HCM Control Delay, s/veh15.6 15.7 14.2 216.7 HCM LOS C C B F Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %8%0% 100%0% 100%0% 27% Vol Thru, %92%0%0% 86%0% 57% 63% Vol Right, %0% 100%0% 14%0% 43% 10% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 142 38 127 134 145 90 665 LT Vol 12 0 127 0 145 0 182 Through Vol 130 0 0 115 0 51 417 RT Vol 0 38 0 19 0 39 66 Lane Flow Rate 158 42 141 149 161 100 739 Geometry Grp 5 5 5 5 5 5 4b Degree of Util (X)0.332 0.08 0.318 0.311 0.366 0.205 1.412 Departure Headway (Hd)8.306 7.535 9.189 8.564 9.253 8.415 6.879 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 435 478 394 423 391 429 532 Service Time 6.006 5.235 6.889 6.264 6.953 6.115 4.943 HCM Lane V/C Ratio 0.363 0.088 0.358 0.352 0.412 0.233 1.389 HCM Control Delay, s/veh 15.1 10.9 16.1 15.1 17.2 13.3 216.7 HCM Lane LOS C B C C C B F HCM 95th-tile Q 1.4 0.3 1.3 1.3 1.6 0.8 34.6 HCM Signalized Intersection Capacity Analysis Cumulative+Project Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)492 0 505 0 0 0 0 669 247 0 1463 523 Future Volume (vph)492 0 505 0 0 0 0 669 247 0 1463 523 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 1636 3657 1636 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 1636 3657 1636 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph)518 0 532 0 0 0 0 704 260 0 1540 551 RTOR Reduction (vph)0 0 53 0 0 0 0 0 41 0 0 0 Lane Group Flow (vph)518 0 479 0 0 0 0 704 219 0 1540 551 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr)2 Turn Type Prot Prot NA custom NA custom Protected Phases 8 8 2 2 8 6 6 8 Permitted Phases 2 6 Actuated Green, G (s)19.6 19.6 34.6 59.9 41.3 71.1 Effective Green, g (s)19.6 19.6 34.6 59.9 41.3 66.6 Actuated g/C Ratio 0.28 0.28 0.49 0.84 0.58 0.94 Clearance Time (s)4.5 4.5 5.7 5.7 Vehicle Extension (s)2.5 2.5 2.5 2.5 Lane Grp Cap (vph)977 793 2557 1378 2124 1532 v/s Ratio Prot 0.15 c0.17 0.13 0.13 c0.42 0.34 v/s Ratio Perm v/c Ratio 0.53 0.60 0.27 0.15 0.72 0.35 Uniform Delay, d1 21.8 22.3 10.8 1.0 10.7 0.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 1.1 0.0 0.0 1.1 0.1 Delay (s)22.2 23.4 10.8 1.0 11.9 0.3 Level of Service C C B A B A Approach Delay (s/veh)22.8 0.0 8.2 8.8 Approach LOS C A A A Intersection Summary HCM 2000 Control Delay (s/veh)12.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s)71.1 Sum of lost time (s)13.2 Intersection Capacity Utilization 66.6%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative+Project Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)990 763 1007 0 0 996 Future Volume (vph)990 763 1007 0 0 996 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 3657 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 3657 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)1076 829 1095 0 0 1083 RTOR Reduction (vph)0 16 0 0 0 0 Lane Group Flow (vph)1076 813 1095 0 0 1083 Confl. Peds. (#/hr)1 1 Confl. Bikes (#/hr)2 Turn Type Prot custom NA NA Protected Phases 8 1 8 2 6 Permitted Phases Actuated Green, G (s)29.1 39.8 23.5 34.2 Effective Green, g (s)29.1 39.8 23.5 34.2 Actuated g/C Ratio 0.40 0.54 0.32 0.47 Clearance Time (s)4.5 5.7 5.7 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)1404 1559 1680 1701 v/s Ratio Prot c0.30 0.28 0.21 c0.30 v/s Ratio Perm v/c Ratio 0.76 0.52 0.65 0.63 Uniform Delay, d1 19.2 10.7 21.4 14.9 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.5 0.1 0.9 0.7 Delay (s)21.8 10.9 22.4 15.7 Level of Service C B C B Approach Delay (s/veh)17.0 22.4 15.7 Approach LOS B C B Intersection Summary HCM 2000 Control Delay (s/veh)18.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s)73.5 Sum of lost time (s)14.7 Intersection Capacity Utilization 90.5%ICU Level of Service E Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative+Project Conditions 8: Village Parkway & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)170 669 210 344 1231 860 22 7 1 694 86 282 Future Volume (vph)170 669 210 344 1231 860 22 7 1 694 86 282 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 5.0 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 0.97 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)3547 3495 1829 5255 1636 1829 3590 3547 1925 1613 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm)3547 3495 1829 5255 1636 1829 3590 3547 1925 1613 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)191 752 236 387 1383 966 25 8 1 780 97 317 RTOR Reduction (vph)0 15 0 0 0 373 0 1 0 0 0 262 Lane Group Flow (vph)191 973 0 387 1383 593 25 8 0 780 97 55 Confl. Peds. (#/hr)6 5 5 6 2 3 3 2 Turn Type Prot NA Prot NA custom Prot NA Prot NA Perm Protected Phases 5 2 1 6 9 6 3 8 7 4 Permitted Phases 6 4 Actuated Green, G (s)12.7 68.8 23.5 40.0 79.6 4.5 8.0 20.7 24.2 24.2 Effective Green, g (s)12.7 68.8 23.5 40.0 79.6 4.5 8.0 20.7 24.2 24.2 Actuated g/C Ratio 0.09 0.49 0.17 0.29 0.57 0.03 0.06 0.15 0.17 0.17 Clearance Time (s)4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 5.0 Vehicle Extension (s)3.0 4.0 3.0 4.0 2.0 2.0 5.0 4.0 4.0 Lane Grp Cap (vph)321 1717 307 1501 930 58 205 524 332 278 v/s Ratio Prot 0.05 c0.28 c0.21 c0.26 c0.36 0.01 0.00 c0.22 c0.05 v/s Ratio Perm 0.03 v/c Ratio 0.59 0.56 1.26 0.92 0.63 0.43 0.03 1.48 0.29 0.19 Uniform Delay, d1 61.1 25.0 58.2 48.4 20.4 66.4 62.3 59.6 50.4 49.5 Progression Factor 0.74 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.6 1.2 140.8 10.7 3.3 1.8 0.0 229.8 0.6 0.4 Delay (s)48.0 25.7 199.1 59.2 23.7 68.3 62.3 289.5 51.1 50.0 Level of Service D C F E C E E F D D Approach Delay (s/veh)29.3 66.5 66.7 206.5 Approach LOS C E E F Intersection Summary HCM 2000 Control Delay (s/veh)90.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length (s)140.0 Sum of lost time (s)24.0 Intersection Capacity Utilization 83.1%ICU Level of Service E Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative+Project Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)87 604 734 560 1533 257 1059 643 528 252 1398 117 Future Volume (vph)87 604 734 560 1533 257 1059 643 528 252 1398 117 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)5.0 6.0 6.0 5.0 5.5 4.0 5.0 5.5 5.5 5.0 5.5 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6538 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6538 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph)93 643 781 596 1631 273 1127 684 562 268 1487 124 RTOR Reduction (vph)0 0 27 0 0 141 0 0 67 0 9 0 Lane Group Flow (vph)93 643 754 596 1631 132 1127 684 495 268 1602 0 Confl. Peds. (#/hr)11 1 1 11 2 2 Confl. Bikes (#/hr)1 Turn Type Prot NA pt+ov Prot NA custom Prot NA pt+ov Prot NA Protected Phases 5 2 2 3 1 6 9 6 3 8 8 1 7 4 Permitted Phases 6 Actuated Green, G (s)9.4 48.0 76.0 14.9 44.5 54.0 22.0 49.4 69.8 16.2 43.6 Effective Green, g (s)9.4 48.0 76.0 14.9 44.5 54.0 22.0 49.4 69.8 16.2 43.6 Actuated g/C Ratio 0.06 0.32 0.51 0.10 0.30 0.36 0.15 0.33 0.47 0.11 0.29 Clearance Time (s)5.0 6.0 5.0 5.5 5.0 5.5 5.0 5.5 Vehicle Extension (s)3.0 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Lane Grp Cap (vph)222 1681 1459 512 1558 588 756 1730 1340 383 1900 v/s Ratio Prot 0.03 0.12 0.26 c0.12 c0.31 c0.08 c0.22 0.13 0.17 0.08 c0.25 v/s Ratio Perm v/c Ratio 0.41 0.38 0.51 1.16 1.04 0.22 1.49 0.39 0.36 0.69 0.84 Uniform Delay, d1 67.6 39.5 24.7 67.5 52.7 33.4 63.9 38.7 25.8 64.5 49.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.2 0.6 0.3 93.5 36.1 0.0 227.8 0.2 0.2 5.5 3.9 Delay (s)68.9 40.1 25.0 161.0 88.8 33.4 291.8 39.0 26.1 70.0 53.8 Level of Service E D C F F C F D C E D Approach Delay (s/veh)34.1 100.0 156.0 56.2 Approach LOS C F F E Intersection Summary HCM 2000 Control Delay (s/veh)94.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.07 Actuated Cycle Length (s)150.0 Sum of lost time (s)25.0 Intersection Capacity Utilization 100.7%ICU Level of Service G Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative+Project Conditions 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)44 176 40 64 94 325 11 116 39 291 117 49 Future Volume (vph)44 176 40 64 94 325 11 116 39 291 117 49 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 0.99 1.00 0.99 Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.85 1.00 0.96 1.00 0.96 Flt Protected 0.95 1.00 0.98 1.00 0.95 1.00 0.95 0.98 Satd. Flow (prot)1827 1872 1886 1615 1829 1847 1737 1738 Flt Permitted 0.64 1.00 0.80 1.00 0.95 1.00 0.95 0.98 Satd. Flow (perm)1247 1872 1548 1615 1829 1847 1737 1738 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)48 191 43 70 102 353 12 126 42 316 127 53 RTOR Reduction (vph)0 4 0 0 0 223 0 8 0 0 6 0 Lane Group Flow (vph)48 230 0 0 172 130 12 160 0 250 240 0 Confl. Peds. (#/hr)1 1 2 1 1 2 Turn Type Perm NA Perm NA Perm Split NA Split NA Protected Phases 2 6 8 8 7 7 Permitted Phases 2 6 6 Actuated Green, G (s)25.9 25.9 25.9 25.9 13.0 13.0 17.1 17.1 Effective Green, g (s)25.9 25.9 25.9 25.9 13.0 13.0 17.1 17.1 Actuated g/C Ratio 0.37 0.37 0.37 0.37 0.19 0.19 0.24 0.24 Clearance Time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Vehicle Extension (s)2.0 2.0 4.0 4.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph)460 691 571 596 339 342 423 423 v/s Ratio Prot c0.12 0.01 c0.09 c0.14 0.14 v/s Ratio Perm 0.04 0.11 0.08 v/c Ratio 0.10 0.33 0.30 0.21 0.03 0.46 0.59 0.56 Uniform Delay, d1 14.4 15.8 15.6 15.1 23.4 25.4 23.4 23.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.1 0.4 0.2 0.0 0.3 1.4 1.0 Delay (s)14.5 15.9 16.0 15.4 23.4 25.8 24.8 24.2 Level of Service B B B B C C C C Approach Delay (s/veh)15.7 15.6 25.6 24.5 Approach LOS B B C C Intersection Summary HCM 2000 Control Delay (s/veh)19.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.47 Actuated Cycle Length (s)70.1 Sum of lost time (s)17.1 Intersection Capacity Utilization 58.0%ICU Level of Service B Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative+Project Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)82 688 7 0 681 46 3 0 2 56 0 63 Future Volume (vph)82 688 7 0 681 46 3 0 2 56 0 63 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.9 4.6 4.6 3.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 0.99 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 Frt 1.00 0.99 0.99 0.95 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.96 0.95 1.00 Satd. Flow (prot)1829 3651 3612 1771 1827 1636 Flt Permitted 0.95 1.00 1.00 0.89 0.75 1.00 Satd. Flow (perm)1829 3651 3612 1635 1450 1636 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph)98 819 8 0 811 55 4 0 2 67 0 75 RTOR Reduction (vph)0 1 0 0 4 0 0 5 0 0 0 63 Lane Group Flow (vph)98 826 0 0 862 0 0 1 0 0 67 12 Confl. Peds. (#/hr)14 1 1 14 1 1 Turn Type Prot NA NA Perm NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s)9.6 35.7 32.2 18.6 14.3 14.3 Effective Green, g (s)10.7 36.8 33.3 18.6 14.3 15.4 Actuated g/C Ratio 0.11 0.37 0.33 0.19 0.14 0.15 Clearance Time (s)4.5 5.0 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)196 1348 1207 305 208 252 v/s Ratio Prot c0.05 0.23 c0.24 v/s Ratio Perm c0.00 c0.05 0.01 v/c Ratio 0.50 0.61 0.71 0.00 0.32 0.04 Uniform Delay, d1 41.9 25.5 28.9 32.9 38.2 35.8 Progression Factor 1.00 1.00 0.42 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.9 1.2 0.0 0.3 0.0 Delay (s)42.6 26.5 13.4 32.9 38.6 35.8 Level of Service D C B C D D Approach Delay (s/veh)28.2 13.4 32.9 37.1 Approach LOS C B C D Intersection Summary HCM 2000 Control Delay (s/veh)22.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length (s)99.6 Sum of lost time (s)17.6 Intersection Capacity Utilization 41.2%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative+Project Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)60 624 62 43 651 136 24 16 18 236 26 52 Future Volume (vph)60 624 62 43 651 136 24 16 18 236 26 52 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.4 3.9 3.5 3.5 3.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Frt 1.00 0.98 1.00 0.97 1.00 0.92 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.96 Satd. Flow (prot)1829 3601 1829 3537 1828 1757 1803 Flt Permitted 0.95 1.00 0.95 1.00 0.71 1.00 0.75 Satd. Flow (perm)1829 3601 1829 3537 1374 1757 1409 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph)71 743 74 51 775 162 29 19 21 281 31 62 RTOR Reduction (vph)0 5 0 0 13 0 0 16 0 0 5 0 Lane Group Flow (vph)71 812 0 51 924 0 29 24 0 0 369 0 Confl. Peds. (#/hr)9 9 1 6 6 1 Confl. Bikes (#/hr)1 5 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 5 2 1 6 7 3 Permitted Phases 7 3 Actuated Green, G (s)9.6 35.7 6.1 32.2 20.5 20.5 24.8 Effective Green, g (s)10.7 36.8 7.2 33.3 21.6 21.6 25.9 Actuated g/C Ratio 0.11 0.37 0.07 0.33 0.22 0.22 0.26 Clearance Time (s)4.5 5.0 4.5 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)196 1330 132 1182 297 381 366 v/s Ratio Prot c0.04 0.23 0.03 c0.26 0.01 v/s Ratio Perm 0.02 c0.26 v/c Ratio 0.36 0.61 0.38 0.78 0.09 0.06 1.00 Uniform Delay, d1 41.2 25.5 44.0 29.8 31.2 30.9 36.8 Progression Factor 1.64 0.30 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.7 0.6 3.6 0.0 0.0 48.9 Delay (s)68.4 8.5 44.7 33.5 31.2 30.9 85.8 Level of Service E A D C C C F Approach Delay (s/veh)13.3 34.0 31.0 85.8 Approach LOS B C C F Intersection Summary HCM 2000 Control Delay (s/veh)34.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s)99.6 Sum of lost time (s)15.4 Intersection Capacity Utilization 60.4%ICU Level of Service B Analysis Period (min)15 c Critical Lane Group HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)328 368 301 889 266 347 339 1478 1155 250 930 115 Future Volume (veh/h)328 368 301 889 266 347 339 1478 1155 250 930 115 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.98 1.00 0.95 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 342 383 314 926 277 361 353 1540 1203 260 969 120 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 385 741 569 821 487 392 415 2174 1632 314 2024 624 Arrive On Green 0.11 0.20 0.20 0.16 0.25 0.25 0.12 0.41 0.41 0.09 0.38 0.38 Sat Flow, veh/h 3594 3696 2836 5224 1945 1565 3594 5310 2873 3594 5310 1638 Grp Volume(v), veh/h 342 383 314 926 277 361 353 1540 1203 260 969 120 Grp Sat Flow(s),veh/h/ln 1797 1848 1418 1741 1945 1565 1797 1770 1436 1797 1770 1638 Q Serve(g_s), s 13.1 12.9 13.9 22.0 17.4 24.8 13.5 33.8 43.7 10.0 19.3 4.8 Cycle Q Clear(g_c), s 13.1 12.9 13.9 22.0 17.4 24.8 13.5 33.8 43.7 10.0 19.3 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 385 741 569 821 487 392 415 2174 1632 314 2024 624 V/C Ratio(X)0.89 0.52 0.55 1.13 0.57 0.92 0.85 0.71 0.74 0.83 0.48 0.19 Avail Cap(c_a), veh/h 385 1030 790 821 639 514 565 2174 1632 385 2024 624 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 61.7 49.9 50.3 59.0 45.9 31.8 60.7 34.4 22.6 62.9 32.8 14.5 Incr Delay (d2), s/veh 21.5 0.8 1.2 70.4 1.2 17.2 9.0 2.0 3.0 11.0 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.1 6.1 5.0 15.0 8.6 11.1 6.6 14.6 14.7 5.0 8.2 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 83.1 50.7 51.5 129.4 47.1 48.9 69.7 36.4 25.6 73.8 33.0 14.6 LnGrp LOS F D D F D D E D C E C B Approach Vol, veh/h 1039 1564 3096 1349 Approach Delay, s/veh 61.6 96.2 36.0 39.3 Approach LOS E F D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 27.0 33.1 17.2 62.7 20.0 40.1 21.2 58.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.4 5.0 5.0 5.0 5.4 Max Green Setting (Gmax), s 22.0 39.0 15.0 43.6 15.0 46.0 22.0 36.6 Max Q Clear Time (g_c+I1), s 24.0 15.9 12.0 45.7 15.1 26.8 15.5 21.3 Green Ext Time (p_c), s 0.0 5.5 0.3 0.0 0.0 4.3 0.7 7.8 Intersection Summary HCM 6th Ctrl Delay, s/veh 53.8 HCM 6th LOS D Notes User approved changes to right turn type. HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 4: Regional St & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 169 1420 250 113 842 119 319 96 112 187 37 197 Future Volume (veh/h) 169 1420 250 113 842 119 319 96 112 187 37 197 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 178 1495 263 119 886 125 336 101 118 197 39 207 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 199 1432 251 362 2434 338 286 387 322 220 318 266 Arrive On Green 0.22 0.66 0.66 0.20 0.42 0.42 0.16 0.21 0.21 0.12 0.17 0.17 Sat Flow, veh/h 1781 4359 765 1781 5745 798 1781 1870 1554 1781 1870 1563 Grp Volume(v), veh/h 178 1167 591 119 742 269 336 101 118 197 39 207 Grp Sat Flow(s),veh/h/ln1781 1702 1720 1781 1609 1717 1781 1870 1554 1781 1870 1563 Q Serve(g_s), s 13.6 46.0 46.0 8.0 14.7 15.0 22.5 6.3 6.0 15.3 2.5 17.7 Cycle Q Clear(g_c), s 13.6 46.0 46.0 8.0 14.7 15.0 22.5 6.3 6.0 15.3 2.5 17.7 Prop In Lane 1.00 0.44 1.00 0.46 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 199 1118 565 362 2045 727 286 387 322 220 318 266 V/C Ratio(X)0.89 1.04 1.05 0.33 0.36 0.37 1.17 0.26 0.37 0.89 0.12 0.78 Avail Cap(c_a), veh/h 261 1118 565 362 2045 727 286 538 447 248 498 416 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.68 0.68 0.68 1.00 1.00 1.00 1.00 1.00 1.00 0.82 0.82 0.82 Uniform Delay (d), s/veh53.5 24.0 24.0 47.6 27.5 27.6 58.8 46.5 20.5 60.4 49.2 55.6 Incr Delay (d2), s/veh 16.0 34.3 44.1 0.2 0.5 1.4 108.7 0.4 0.8 23.6 0.2 4.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.2 16.9 18.6 3.6 5.7 6.5 18.8 3.0 3.5 8.3 1.2 7.4 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 69.6 58.3 68.1 47.8 28.0 29.0 167.5 46.9 21.3 84.0 49.4 60.4 LnGrp LOS E F F D C C F D C F D E Approach Vol, veh/h 1936 1130 555 443 Approach Delay, s/veh 62.3 30.3 114.5 69.9 Approach LOS E C F E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s33.5 51.0 27.0 28.5 20.2 64.3 21.8 33.7 Change Period (Y+Rc), s 5.0 * 5 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s15.5 * 46 22.5 37.3 20.5 41.0 19.5 40.3 Max Q Clear Time (g_c+I1), s10.0 48.0 24.5 19.7 15.6 17.0 17.3 8.3 Green Ext Time (p_c), s 0.1 0.0 0.0 1.0 0.1 9.8 0.1 1.2 Intersection Summary HCM 6th Ctrl Delay, s/veh 61.4 HCM 6th LOS E Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th TWSC Cumulative+Project Conditions 5: Dublin Blvd & Spruce Street Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Intersection Int Delay, s/veh 19.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1531 107 257 927 45 0 0 163 0 0 79 Future Vol, veh/h 0 1531 107 257 927 45 0 0 163 0 0 79 Conflicting Peds, #/hr 10 0 12 12 0 10 1 0 0 0 0 1 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length 80 --100 ----0 --0 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 1629 114 273 986 48 0 0 173 0 0 84 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1044 0 0 1755 0 0 --884 --528 Stage 1 ------------ Stage 2 ------------ Critical Hdwy 5.34 --4.8 ----7.14 --7.14 Critical Hdwy Stg 1 ------------ Critical Hdwy Stg 2 ------------ Follow-up Hdwy 3.12 --3.12 ----3.92 --3.92 Pot Cap-1 Maneuver 373 --~ 216 --0 0 248 0 0 424 Stage 1 ------0 0 -0 0 - Stage 2 ------0 0 -0 0 - Platoon blocked, %---- Mov Cap-1 Maneuver 370 --~ 214 ----245 --420 Mov Cap-2 Maneuver ------------ Stage 1 ------------ Stage 2 ------------ Approach EB WB NB SB HCM Control Delay, s/v 0 42 48.8 15.7 HCM LOS E C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)245 370 --~ 214 --420 HCM Lane V/C Ratio 0.708 ---1.278 --0.2 HCM Control Delay (s/veh)48.8 0 --200.8 --15.7 HCM Lane LOS E A --F --C HCM 95th %tile Q (veh)4.7 0 --14.5 --0.7 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)268 1213 158 183 880 48 271 38 207 105 29 78 Future Volume (veh/h)268 1213 158 183 880 48 271 38 207 105 29 78 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT)1.00 0.97 1.00 0.99 1.00 0.94 1.00 0.89 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 285 1290 168 195 936 51 288 40 220 112 31 83 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 261 2272 296 172 2226 121 333 365 289 135 71 191 Arrive On Green 0.29 1.00 1.00 0.10 0.45 0.45 0.10 0.20 0.20 0.08 0.17 0.17 Sat Flow, veh/h 1781 4550 593 1781 4954 269 3456 1870 1482 1781 409 1096 Grp Volume(v), veh/h 285 965 493 195 643 344 288 40 220 112 0 114 Grp Sat Flow(s),veh/h/ln 1781 1702 1739 1781 1702 1819 1728 1870 1482 1781 0 1505 Q Serve(g_s), s 20.5 0.1 0.1 13.5 17.9 18.0 11.5 2.5 19.6 8.7 0.0 9.5 Cycle Q Clear(g_c), s 20.5 0.1 0.1 13.5 17.9 18.0 11.5 2.5 19.6 8.7 0.0 9.5 Prop In Lane 1.00 0.34 1.00 0.15 1.00 1.00 1.00 0.73 Lane Grp Cap(c), veh/h 261 1700 868 172 1530 817 333 365 289 135 0 262 V/C Ratio(X)1.09 0.57 0.57 1.14 0.42 0.42 0.86 0.11 0.76 0.83 0.00 0.43 Avail Cap(c_a), veh/h 261 1700 868 172 1530 817 333 498 395 172 0 401 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 49.5 0.0 0.0 63.2 26.2 26.2 62.3 46.3 53.3 63.8 0.0 51.6 Incr Delay (d2), s/veh 82.7 1.4 2.7 106.2 0.8 1.4 19.5 0.0 3.5 19.0 0.0 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.8 0.3 0.7 11.2 7.4 8.1 6.0 1.2 7.7 4.7 0.0 3.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 132.2 1.4 2.7 169.5 26.9 27.6 81.9 46.4 56.8 82.9 0.0 52.1 LnGrp LOS F A A F C C F D E F D Approach Vol, veh/h 1743 1182 548 226 Approach Delay, s/veh 23.2 50.6 69.2 67.3 Approach LOS C D E E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 18.0 74.9 18.0 29.1 25.0 67.9 15.1 32.0 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 4.5 5.0 4.5 4.7 Max Green Setting (Gmax), s 13.5 57.0 13.5 37.3 20.5 50.0 13.5 37.3 Max Q Clear Time (g_c+I1), s 15.5 2.1 13.5 11.5 22.5 20.0 10.7 21.6 Green Ext Time (p_c), s 0.0 22.3 0.0 0.5 0.0 10.4 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay, s/veh 41.5 HCM 6th LOS D HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 212 1207 106 449 847 323 122 162 491 297 156 77 Future Volume (veh/h) 212 1207 106 449 847 323 122 162 491 297 156 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 219 1244 109 463 873 333 126 167 506 306 161 79 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 316 1592 139 286 1605 482 149 500 410 359 537 441 Arrive On Green 0.36 0.67 0.67 0.16 0.31 0.31 0.08 0.27 0.27 0.10 0.29 0.29 Sat Flow, veh/h 1781 4756 417 1781 5106 1532 1781 1870 1536 3456 1870 1538 Grp Volume(v), veh/h 219 890 463 463 873 333 126 167 506 306 161 79 Grp Sat Flow(s),veh/h/ln1781 1702 1769 1781 1702 1532 1781 1870 1536 1728 1870 1538 Q Serve(g_s), s 14.7 25.4 25.4 22.5 19.8 20.0 9.8 10.1 37.4 12.2 9.4 3.5 Cycle Q Clear(g_c), s 14.7 25.4 25.4 22.5 19.8 20.0 9.8 10.1 37.4 12.2 9.4 3.5 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 316 1139 592 286 1605 482 149 500 410 359 537 441 V/C Ratio(X)0.69 0.78 0.78 1.62 0.54 0.69 0.84 0.33 1.23 0.85 0.30 0.18 Avail Cap(c_a), veh/h 316 1139 592 286 1605 482 223 500 410 432 537 441 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.71 0.71 0.71 0.51 0.51 0.51 0.82 0.82 0.82 1.00 1.00 1.00 Uniform Delay (d), s/veh41.9 19.6 19.6 58.8 39.7 23.6 63.2 41.3 51.3 61.7 38.9 16.0 Incr Delay (d2), s/veh 4.6 3.9 7.2 285.9 0.7 4.2 9.4 0.3 121.5 13.1 0.3 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.9 6.8 7.6 32.8 8.4 7.9 4.9 4.8 28.3 6.0 4.4 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 46.4 23.4 26.8 344.7 40.4 27.8 72.6 41.6 172.8 74.8 39.2 16.2 LnGrp LOS D C C F D C E D F E D B Approach Vol, veh/h 1572 1669 799 546 Approach Delay, s/veh 27.6 122.3 129.6 55.8 Approach LOS C F F E Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s27.0 51.9 16.2 44.9 29.9 49.0 19.0 42.1 Change Period (Y+Rc), s 4.5 5.0 4.5 4.7 5.0 * 5 4.5 * 4.7 Max Green Setting (Gmax), s22.5 44.0 17.5 37.3 22.5 * 44 17.5 * 37 Max Q Clear Time (g_c+I1), s24.5 27.4 11.8 11.4 16.7 22.0 14.2 39.4 Green Ext Time (p_c), s 0.0 10.6 0.1 1.2 0.3 10.4 0.4 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 83.2 HCM 6th LOS F Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 49 63 97 366 32 324 187 1202 720 275 705 47 Future Volume (veh/h) 49 63 97 366 32 324 187 1202 720 275 705 47 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.92 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 51 65 100 401 0 0 193 1239 742 284 727 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 171 179 140 629 0 226 1707 746 358 2334 Arrive On Green 0.09 0.09 0.09 0.17 0.00 0.00 0.12 0.46 0.46 0.10 0.44 0.00 Sat Flow, veh/h 1853 1945 1520 3705 0 1648 1853 3696 1616 3594 5310 1648 Grp Volume(v), veh/h 51 65 100 401 0 0 193 1239 742 284 727 0 Grp Sat Flow(s),veh/h/ln1853 1945 1520 1853 0 1648 1853 1848 1616 1797 1770 1648 Q Serve(g_s), s 2.8 3.4 6.9 10.9 0.0 0.0 11.1 29.4 49.4 8.4 9.6 0.0 Cycle Q Clear(g_c), s 2.8 3.4 6.9 10.9 0.0 0.0 11.1 29.4 49.4 8.4 9.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 171 179 140 629 0 226 1707 746 358 2334 V/C Ratio(X)0.30 0.36 0.71 0.64 0.00 0.85 0.73 0.99 0.79 0.31 Avail Cap(c_a), veh/h 428 449 351 1198 0 428 1707 746 830 2453 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh45.9 46.1 47.7 41.8 0.0 0.0 46.6 23.6 29.0 47.6 19.7 0.0 Incr Delay (d2), s/veh 0.4 0.5 2.5 0.4 0.0 0.0 3.5 1.7 31.4 1.5 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 1.7 2.7 5.0 0.0 0.0 5.2 12.4 24.1 3.7 3.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 46.2 46.6 50.3 42.2 0.0 0.0 50.1 25.3 60.4 49.2 19.8 0.0 LnGrp LOS D D D D D C E D B Approach Vol, veh/h 216 401 2174 1011 Approach Delay, s/veh 48.2 42.2 39.5 28.0 Approach LOS D D D C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s15.3 55.3 23.1 17.7 52.9 14.6 Change Period (Y+Rc), s 4.5 5.3 4.7 4.5 5.3 4.6 Max Green Setting (Gmax), s25.0 50.0 35.0 25.0 50.0 25.0 Max Q Clear Time (g_c+I1), s10.4 51.4 12.9 13.1 11.6 8.9 Green Ext Time (p_c), s 0.4 0.0 0.7 0.2 7.8 0.4 Intersection Summary HCM 6th Ctrl Delay, s/veh 37.2 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 12: Regional St & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 73 859 111 244 512 7 166 27 135 31 15 14 Future Volume (veh/h) 73 859 111 244 512 7 166 27 135 31 15 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 75 886 114 252 528 7 171 28 139 32 15 14 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 135 1347 173 352 1970 26 405 398 336 375 189 176 Arrive On Green 0.07 0.41 0.41 0.19 0.53 0.53 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1853 3277 422 1853 3733 49 1430 1945 1641 1263 924 862 Grp Volume(v), veh/h 75 500 500 252 261 274 171 28 139 32 0 29 Grp Sat Flow(s),veh/h/ln1853 1848 1851 1853 1848 1934 1430 1945 1641 1263 0 1785 Q Serve(g_s), s 2.2 12.0 12.0 7.0 4.3 4.3 6.0 0.6 4.0 1.2 0.0 0.7 Cycle Q Clear(g_c), s 2.2 12.0 12.0 7.0 4.3 4.3 6.8 0.6 4.0 1.8 0.0 0.7 Prop In Lane 1.00 0.23 1.00 0.03 1.00 1.00 1.00 0.48 Lane Grp Cap(c), veh/h 135 760 761 352 975 1021 405 398 336 375 0 365 V/C Ratio(X)0.55 0.66 0.66 0.72 0.27 0.27 0.42 0.07 0.41 0.09 0.00 0.08 Avail Cap(c_a), veh/h 1047 1212 1215 1047 1212 1269 791 923 779 715 0 847 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh24.6 13.1 13.1 20.9 7.1 7.1 20.4 17.7 19.0 18.4 0.0 17.7 Incr Delay (d2), s/veh 1.3 1.4 1.4 1.0 0.2 0.2 0.3 0.0 0.3 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 4.5 4.5 2.9 1.4 1.4 1.9 0.3 1.4 0.3 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 26.0 14.5 14.5 21.9 7.3 7.3 20.7 17.7 19.3 18.4 0.0 17.7 LnGrp LOS C B B C A A C B B B B Approach Vol, veh/h 1075 787 338 61 Approach Delay, s/veh 15.3 12.0 19.9 18.1 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.4 32.9 14.7 13.8 26.5 14.7 Change Period (Y+Rc), s 4.5 5.0 4.5 4.5 5.0 4.5 Max Green Setting (Gmax), s30.0 35.0 25.0 30.0 35.0 25.0 Max Q Clear Time (g_c+I1), s4.2 6.3 8.8 9.0 14.0 3.8 Green Ext Time (p_c), s 0.1 3.5 0.7 0.5 7.0 0.1 Intersection Summary HCM 6th Ctrl Delay, s/veh 14.9 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)4 993 170 218 649 1 266 6 308 2 5 3 Future Volume (veh/h)4 993 170 218 649 1 266 6 308 2 5 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.96 1.00 0.98 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 4 1024 175 225 669 1 274 6 318 2 5 3 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 35 1290 220 298 2096 3 245 3 458 58 125 53 Arrive On Green 0.02 0.41 0.41 0.16 0.55 0.55 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 1853 3132 534 1853 3786 6 530 12 1620 0 441 189 Grp Volume(v), veh/h 4 603 596 225 327 343 280 0 318 10 0 0 Grp Sat Flow(s),veh/h/ln1853 1848 1819 1853 1848 1944 542 0 1620 630 0 0 Q Serve(g_s), s 0.2 21.3 21.4 8.7 7.2 7.2 0.0 0.0 13.1 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 21.3 21.4 8.7 7.2 7.2 21.1 0.0 13.1 21.1 0.0 0.0 Prop In Lane 1.00 0.29 1.00 0.00 0.98 1.00 0.20 0.30 Lane Grp Cap(c), veh/h 35 761 749 298 1023 1076 249 0 458 236 0 0 V/C Ratio(X)0.11 0.79 0.80 0.76 0.32 0.32 1.13 0.00 0.69 0.04 0.00 0.00 Avail Cap(c_a), veh/h 524 894 880 524 1023 1076 249 0 458 236 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh36.0 19.2 19.2 29.9 9.0 9.0 30.8 0.0 23.9 20.6 0.0 0.0 Incr Delay (d2), s/veh 0.5 4.7 4.9 1.5 0.3 0.2 95.3 0.0 3.8 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 9.3 9.3 3.8 2.6 2.7 11.0 0.0 5.2 0.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 36.5 23.9 24.1 31.4 9.3 9.3 126.2 0.0 27.7 20.6 0.0 0.0 LnGrp LOS D C C C A A F C C Approach Vol, veh/h 1203 895 598 10 Approach Delay, s/veh 24.0 14.8 73.8 20.6 Approach LOS C B E C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s15.4 34.6 24.6 4.8 45.2 24.6 Change Period (Y+Rc), s 4.5 5.0 4.6 4.5 5.0 4.6 Max Green Setting (Gmax), s20.0 35.0 20.0 20.0 35.0 20.0 Max Q Clear Time (g_c+I1), s10.7 23.4 23.1 2.2 9.2 23.1 Green Ext Time (p_c), s 0.3 6.2 0.0 0.0 4.5 0.0 Intersection Summary HCM 6th Ctrl Delay, s/veh 32.0 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. HCM 6th Signalized Intersection Summary Cumulative+Project Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 359 668 276 166 323 63 258 574 187 58 424 240 Future Volume (veh/h) 359 668 276 166 323 63 258 574 187 58 424 240 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 1945 Adj Flow Rate, veh/h 364 736 0 177 344 0 274 611 199 62 451 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 479 1006 281 561 415 871 359 317 633 Arrive On Green 0.26 0.26 0.00 0.15 0.15 0.00 0.22 0.22 0.22 0.17 0.17 0.00 Sat Flow, veh/h 1853 3890 1648 1853 3696 1648 1853 3890 1605 1853 3696 1648 Grp Volume(v), veh/h 364 736 0 177 344 0 274 611 199 62 451 0 Grp Sat Flow(s),veh/h/ln1853 1945 1648 1853 1848 1648 1853 1945 1605 1853 1848 1648 Q Serve(g_s), s 19.2 18.3 0.0 9.5 9.2 0.0 14.3 15.3 11.6 3.0 12.2 0.0 Cycle Q Clear(g_c), s 19.2 18.3 0.0 9.5 9.2 0.0 14.3 15.3 11.6 3.0 12.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 479 1006 281 561 415 871 359 317 633 V/C Ratio(X)0.76 0.73 0.63 0.61 0.66 0.70 0.55 0.20 0.71 Avail Cap(c_a), veh/h 699 1469 699 1395 699 1469 606 699 1395 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh36.2 35.9 0.0 42.1 42.0 0.0 37.5 37.9 36.4 37.6 41.4 0.0 Incr Delay (d2), s/veh 2.9 1.1 0.0 2.3 1.1 0.0 1.8 1.0 1.3 0.3 1.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.0 8.7 0.0 4.5 4.3 0.0 6.6 7.4 4.7 1.4 5.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 39.1 37.0 0.0 44.4 43.1 0.0 39.3 38.9 37.8 37.9 42.9 0.0 LnGrp LOS D D D D D D D D D Approach Vol, veh/h 1100 521 1084 513 Approach Delay, s/veh 37.7 43.6 38.8 42.3 Approach LOS D D D D Timer - Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 21.4 28.7 32.7 23.1 Change Period (Y+Rc), s 5.3 5.0 5.3 5.0 Max Green Setting (Gmax), s 40.0 40.0 40.0 40.0 Max Q Clear Time (g_c+I1), s 11.5 17.3 21.2 14.2 Green Ext Time (p_c), s 2.9 6.0 6.2 3.2 Intersection Summary HCM 6th Ctrl Delay, s/veh 39.7 HCM 6th LOS D Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR, SBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th TWSC Cumulative+Project Conditions 17: Amador Plaza Rd & Plaza Drive Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 0 70 0 697 460 11 Future Vol, veh/h 0 70 0 697 460 11 Conflicting Peds, #/hr 3 1 8 0 0 8 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length -0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 0 78 0 774 511 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All -526 -0 -0 Stage 1 ------ Stage 2 ------ Critical Hdwy -6.22 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -3.318 ---- Pot Cap-1 Maneuver 0 552 0 --- Stage 1 0 -0 --- Stage 2 0 -0 --- Platoon blocked, %--- Mov Cap-1 Maneuver -548 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SB HCM Control Delay, s/v 12.7 0 0 HCM LOS B Minor Lane/Major Mvmt NBTEBLn1 SBT SBR Capacity (veh/h)-548 -- HCM Lane V/C Ratio -0.142 -- HCM Control Delay (s/veh)-12.7 -- HCM Lane LOS -B -- HCM 95th %tile Q (veh)-0.5 -- HCM 6th TWSC Cumulative+Project Conditions 18: Amador Plaza Rd & First Street Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 12 Report Kimley-Horn & Associates, Inc Page 3 Intersection Int Delay, s/veh 8.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 57 0 29 0 0 138 20 497 180 93 442 16 Future Vol, veh/h 57 0 29 0 0 138 20 497 180 93 442 16 Conflicting Peds, #/hr 0 0 0 0 0 0 10 0 0 0 0 10 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length -----0 100 --60 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 90 92 90 90 90 92 92 90 90 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 62 0 32 0 0 153 22 540 200 103 480 17 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1466 1489 499 --640 507 0 0 740 0 0 Stage 1 705 705 ---------- Stage 2 761 784 ---------- Critical Hdwy 6.5 6 5.7 --6.22 4.12 --4.12 -- Critical Hdwy Stg 1 6.12 5.52 ---------- Critical Hdwy Stg 2 6.12 5.52 ---------- Follow-up Hdwy 3.518 4.018 3.318 --3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 136 154 614 0 0 475 1058 --867 -- Stage 1 427 439 -0 0 ------- Stage 2 398 404 -0 0 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 82 132 608 --475 1048 --867 -- Mov Cap-2 Maneuver 82 132 ---------- Stage 1 414 383 ---------- Stage 2 264 396 ---------- Approach EB WB NB SB HCM Control Delay, s/v107.1 16.2 0.2 1.7 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1048 --116 475 867 -- HCM Lane V/C Ratio 0.021 --0.806 0.323 0.119 -- HCM Control Delay (s/veh)8.5 --107.1 16.2 9.7 -- HCM Lane LOS A --F C A -- HCM 95th %tile Q (veh)0.1 --4.7 1.4 0.4 -- HCM 6th TWSC Cumulative+Project Conditions 19: Amador Plaza Rd & Second Street Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 12 Report Kimley-Horn & Associates, Inc Page 4 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 0 83 25 0 18 60 522 19 25 377 10 Future Vol, veh/h 32 0 83 25 0 18 60 522 19 25 377 10 Conflicting Peds, #/hr 1 0 4 4 0 1 5 0 10 10 0 5 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------100 --60 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 33 0 86 26 0 19 63 544 20 26 393 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1146 1155 407 1187 1150 565 408 0 0 574 0 0 Stage 1 455 455 -690 690 ------- Stage 2 691 700 -497 460 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 -- Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 176 197 644 165 198 524 1151 --999 -- Stage 1 585 569 -435 446 ------- Stage 2 435 441 -555 566 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 158 179 639 132 180 519 1146 --990 -- Mov Cap-2 Maneuver 158 179 -132 180 ------- Stage 1 550 551 -407 417 ------- Stage 2 396 413 -466 548 ------- Approach EB WB NB SB HCM Control Delay, s/v 20.8 29.4 0.8 0.5 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1146 --346 192 990 -- HCM Lane V/C Ratio 0.055 --0.346 0.233 0.026 -- HCM Control Delay (s/veh)8.3 --20.8 29.4 8.7 -- HCM Lane LOS A --C D A -- HCM 95th %tile Q (veh)0.2 --1.5 0.9 0.1 -- HCM 6th TWSC Cumulative+Project Conditions 20: Amador Plaza Rd & Third Street Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 13 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 32 0 47 43 0 26 24 485 67 35 267 10 Future Vol, veh/h 32 0 47 43 0 26 24 485 67 35 267 10 Conflicting Peds, #/hr 0 0 12 12 0 0 4 0 3 3 0 4 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length ------100 --100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 33 0 48 44 0 27 25 500 69 36 275 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 954 978 296 976 949 538 289 0 0 572 0 0 Stage 1 356 356 -588 588 ------- Stage 2 598 622 -388 361 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 --4.12 -- Critical Hdwy Stg 1 6.12 5.52 -6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 -6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 --2.218 -- Pot Cap-1 Maneuver 238 250 743 230 260 543 1273 --1001 -- Stage 1 661 629 -495 496 ------- Stage 2 489 479 -636 626 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 216 235 732 203 244 542 1268 --998 -- Mov Cap-2 Maneuver 216 235 -203 244 ------- Stage 1 646 604 -484 485 ------- Stage 2 456 468 -566 601 ------- Approach EB WB NB SB HCM Control Delay, s/v 17.4 23.4 0.3 1 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1268 --372 266 998 -- HCM Lane V/C Ratio 0.02 --0.219 0.267 0.036 -- HCM Control Delay (s/veh)7.9 --17.4 23.4 8.7 -- HCM Lane LOS A --C C A -- HCM 95th %tile Q (veh)0.1 --0.8 1.1 0.1 -- HCM 6th AWSC Cumulative+Project Conditions 21: First Street Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 14 Intersection Intersection Delay, s/veh 8.7 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 57 0 0 64 184 35 Future Vol, veh/h 57 0 0 64 184 35 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 63 0 0 71 204 39 Number of Lanes 1 0 0 1 1 0 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 1 HCM Control Delay, s/veh 8 8 9.1 HCM LOS A A A Lane NBLn1 EBLn1 WBLn1 Vol Left, %84%0%0% Vol Thru, %0% 100% 100% Vol Right, %16%0%0% Sign Control Stop Stop Stop Traffic Vol by Lane 219 57 64 LT Vol 184 0 0 Through Vol 0 57 64 RT Vol 35 0 0 Lane Flow Rate 243 63 71 Geometry Grp 1 1 1 Degree of Util (X)0.286 0.081 0.09 Departure Headway (Hd)4.236 4.581 4.573 Convergence, Y/N Yes Yes Yes Cap 835 787 788 Service Time 2.335 2.584 2.576 HCM Lane V/C Ratio 0.291 0.08 0.09 HCM Control Delay, s/veh 9.1 8 8 HCM Lane LOS A A A HCM 95th-tile Q 1.2 0.3 0.3 HCM 6th AWSC Cumulative+Project Conditions 22: First Street & Golden Gate Dr Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 15 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 27 19 19 119 112 0 0 0 30 50 25 Future Vol, veh/h 12 27 19 19 119 112 0 0 0 30 50 25 Peak Hour Factor 0.92 0.92 0.90 0.90 0.92 0.92 0.90 0.90 0.90 0.92 0.90 0.92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 13 29 21 21 129 122 0 0 0 33 56 27 Number of Lanes 0 1 0 0 1 0 0 0 0 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay, s/veh7.7 8.8 8.4 HCM LOS A A A Lane EBLn1WBLn1SBLn1 Vol Left, %21%8% 29% Vol Thru, %47% 48% 48% Vol Right, %33% 45% 24% Sign Control Stop Stop Stop Traffic Vol by Lane 58 250 105 LT Vol 12 19 30 Through Vol 27 119 50 RT Vol 19 112 25 Lane Flow Rate 64 272 115 Geometry Grp 1 1 1 Degree of Util (X)0.076 0.305 0.146 Departure Headway (Hd)4.323 4.036 4.558 Convergence, Y/N Yes Yes Yes Cap 831 896 789 Service Time 2.339 2.036 2.576 HCM Lane V/C Ratio 0.077 0.304 0.146 HCM Control Delay, s/veh 7.7 8.8 8.4 HCM Lane LOS A A A HCM 95th-tile Q 0.2 1.3 0.5 HCM 6th AWSC Cumulative+Project Conditions 23: Spruce Street & First Street Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 16 Intersection Intersection Delay, s/veh 7.2 Intersection LOS A Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 49 21 15 22 5 24 Future Vol, veh/h 49 21 15 22 5 24 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 53 23 16 24 5 26 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach RightSB WB Conflicting Lanes Right 1 1 0 HCM Control Delay, s/veh7.4 6.9 7.3 HCM LOS A A A Lane NBLn1WBLn1SBLn1 Vol Left, %0% 70% 17% Vol Thru, %41%0% 83% Vol Right, %59% 30%0% Sign Control Stop Stop Stop Traffic Vol by Lane 37 70 29 LT Vol 0 49 5 Through Vol 15 0 24 RT Vol 22 21 0 Lane Flow Rate 40 76 32 Geometry Grp 1 1 1 Degree of Util (X)0.042 0.085 0.036 Departure Headway (Hd)3.735 4.018 4.134 Convergence, Y/N Yes Yes Yes Cap 954 891 863 Service Time 1.776 2.045 2.173 HCM Lane V/C Ratio 0.042 0.085 0.037 HCM Control Delay, s/veh 6.9 7.4 7.3 HCM Lane LOS A A A HCM 95th-tile Q 0.1 0.3 0.1 HCM 6th AWSC Cumulative+Project Conditions 24: Golden Gate Dr & Second Street Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 17 Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 3 0 3 2 23 0 79 3 22 77 3 Future Vol, veh/h 1 3 0 3 2 23 0 79 3 22 77 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 1 3 0 3 2 25 0 86 3 24 84 3 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh7.5 7 7.5 7.7 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, %0% 25% 11% 22% Vol Thru, %96% 75%7% 75% Vol Right, %4%0% 82%3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 82 4 28 102 LT Vol 0 1 3 22 Through Vol 79 3 2 77 RT Vol 3 0 23 3 Lane Flow Rate 89 4 30 111 Geometry Grp 1 1 1 1 Degree of Util (X)0.1 0.005 0.032 0.126 Departure Headway (Hd)4.056 4.353 3.808 4.087 Convergence, Y/N Yes Yes Yes Yes Cap 882 809 923 876 Service Time 2.091 2.449 1.9 2.117 HCM Lane V/C Ratio 0.101 0.005 0.033 0.127 HCM Control Delay, s/veh 7.5 7.5 7 7.7 HCM Lane LOS A A A A HCM 95th-tile Q 0.3 0 0.1 0.4 HCM 6th AWSC Cumulative+Project Conditions 25: Spruce Street & Second Street Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 18 Intersection Intersection Delay, s/veh 7 Intersection LOS A Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 4 0 15 3 0 19 Future Vol, veh/h 4 0 15 3 0 19 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 4 0 16 3 0 21 Number of Lanes 1 0 1 0 0 1 Approach WB NB SB Opposing Approach SB NB Opposing Lanes 0 1 1 Conflicting Approach Left NB WB Conflicting Lanes Left 1 0 1 Conflicting Approach RightSB WB Conflicting Lanes Right 1 1 0 HCM Control Delay, s/veh7.2 6.9 7.1 HCM LOS A A A Lane NBLn1WBLn1SBLn1 Vol Left, %0% 100%0% Vol Thru, %83%0% 100% Vol Right, %17%0%0% Sign Control Stop Stop Stop Traffic Vol by Lane 18 4 19 LT Vol 0 4 0 Through Vol 15 0 19 RT Vol 3 0 0 Lane Flow Rate 20 4 21 Geometry Grp 1 1 1 Degree of Util (X)0.021 0.005 0.023 Departure Headway (Hd)3.857 4.202 3.956 Convergence, Y/N Yes Yes Yes Cap 932 853 909 Service Time 1.863 2.22 1.961 HCM Lane V/C Ratio 0.021 0.005 0.023 HCM Control Delay, s/veh 6.9 7.2 7.1 HCM Lane LOS A A A HCM 95th-tile Q 0.1 0 0.1 HCM 6th AWSC Cumulative+Project Conditions 26: Golden Gate Dr & Third Street Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 19 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 2 2 3 2 34 0 82 18 25 103 17 Future Vol, veh/h 10 2 2 3 2 34 0 82 18 25 103 17 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 2 2 3 2 37 0 89 20 27 112 18 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh7.7 7.2 7.7 8 HCM LOS A A A A Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, %0% 71%8% 17% Vol Thru, %82% 14%5% 71% Vol Right, %18% 14% 87% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 100 14 39 145 LT Vol 0 10 3 25 Through Vol 82 2 2 103 RT Vol 18 2 34 17 Lane Flow Rate 109 15 42 158 Geometry Grp 1 1 1 1 Degree of Util (X)0.122 0.019 0.047 0.179 Departure Headway (Hd)4.047 4.612 4.017 4.083 Convergence, Y/N Yes Yes Yes Yes Cap 878 781 897 873 Service Time 2.109 2.613 2.017 2.132 HCM Lane V/C Ratio 0.124 0.019 0.047 0.181 HCM Control Delay, s/veh 7.7 7.7 7.2 8 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 0.1 0.1 0.6 HCM 6th AWSC Cumulative+Project Conditions 27: Golden Gate Dr & St Patrick Way Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 20 Intersection Intersection Delay, s/veh 46 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 82 138 31 85 72 71 38 336 148 166 161 111 Future Vol, veh/h 82 138 31 85 72 71 38 336 148 166 161 111 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 91 153 34 94 80 79 42 373 164 184 179 123 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 2 2 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 2 1 2 2 HCM Control Delay, s/veh17.2 15.9 37.8 88 HCM LOS C C E F Lane NBLn1NBLn2EBLn1EBLn2WBLn1WBLn2SBLn1 Vol Left, %10%0% 100%0% 100%0% 38% Vol Thru, %90%0%0% 82%0% 50% 37% Vol Right, %0% 100%0% 18%0% 50% 25% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 374 148 82 169 85 143 438 LT Vol 38 0 82 0 85 0 166 Through Vol 336 0 0 138 0 72 161 RT Vol 0 148 0 31 0 71 111 Lane Flow Rate 416 164 91 188 94 159 487 Geometry Grp 5 5 5 5 5 5 4b Degree of Util (X)0.888 0.321 0.23 0.441 0.241 0.367 1.063 Departure Headway (Hd)8.02 7.244 9.469 8.812 9.579 8.691 7.863 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 457 500 382 411 377 416 467 Service Time 5.72 4.944 7.169 6.512 7.279 6.391 5.864 HCM Lane V/C Ratio 0.91 0.328 0.238 0.457 0.249 0.382 1.043 HCM Control Delay, s/veh 47.5 13.3 15 18.3 15.3 16.3 88 HCM Lane LOS E B B C C C F HCM 95th-tile Q 9.5 1.4 0.9 2.2 0.9 1.7 15.4 HCM Signalized Intersection Capacity Analysis Cumulative+Project Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)797 0 500 0 0 0 0 2013 671 0 1133 405 Future Volume (vph)797 0 500 0 0 0 0 2013 671 0 1133 405 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 1636 3657 1636 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 1636 3657 1636 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)822 0 515 0 0 0 0 2075 692 0 1168 418 RTOR Reduction (vph)0 0 149 0 0 0 0 0 142 0 0 0 Lane Group Flow (vph)822 0 366 0 0 0 0 2075 550 0 1168 418 Confl. Peds. (#/hr)2 2 Confl. Bikes (#/hr)1 4 Turn Type Prot Prot NA custom NA custom Protected Phases 8 8 2 2 8 6 6 8 Permitted Phases 2 6 Actuated Green, G (s)10.5 10.5 31.5 47.7 39.3 60.0 Effective Green, g (s)10.5 10.5 31.5 47.7 39.3 55.5 Actuated g/C Ratio 0.18 0.18 0.53 0.80 0.65 0.93 Clearance Time (s)4.5 4.5 5.7 5.7 Vehicle Extension (s)2.5 2.5 2.5 2.5 Lane Grp Cap (vph)620 504 2758 1300 2395 1513 v/s Ratio Prot c0.23 0.13 c0.39 0.34 c0.32 0.26 v/s Ratio Perm v/c Ratio 1.32 0.72 0.75 0.42 0.48 0.27 Uniform Delay, d1 24.7 23.3 11.1 1.8 5.2 0.2 Progression Factor 1.00 1.00 1.00 1.00 1.06 1.00 Incremental Delay, d2 157.6 4.8 1.9 0.1 0.6 0.0 Delay (s)182.3 28.2 13.1 2.0 6.1 0.2 Level of Service F C B A A A Approach Delay (s/veh)122.9 0.0 10.3 4.6 Approach LOS F A B A Intersection Summary HCM 2000 Control Delay (s/veh)35.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length (s)60.0 Sum of lost time (s)13.2 Intersection Capacity Utilization 69.7%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative+Project Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)306 886 2086 0 0 1232 Future Volume (vph)306 886 2086 0 0 1232 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 4.5 5.7 5.7 Lane Util. Factor 0.97 0.88 0.91 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow (prot)3547 2880 5255 3657 Flt Permitted 0.95 1.00 1.00 1.00 Satd. Flow (perm)3547 2880 5255 3657 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)315 913 2151 0 0 1270 RTOR Reduction (vph)0 0 0 0 0 0 Lane Group Flow (vph)315 913 2151 0 0 1270 Confl. Peds. (#/hr)3 3 Confl. Bikes (#/hr)2 Turn Type Prot custom NA NA Protected Phases 8 1 8 2 6 Permitted Phases Actuated Green, G (s)14.5 26.5 23.3 35.3 Effective Green, g (s)14.5 26.5 23.3 35.3 Actuated g/C Ratio 0.24 0.44 0.39 0.59 Clearance Time (s)4.5 5.7 5.7 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)857 1272 2040 2151 v/s Ratio Prot 0.09 c0.32 c0.41 0.35 v/s Ratio Perm v/c Ratio 0.36 0.71 1.05 0.59 Uniform Delay, d1 18.9 13.6 18.3 7.7 Progression Factor 1.00 1.00 1.04 1.00 Incremental Delay, d2 0.2 1.6 31.7 1.1 Delay (s)19.2 15.3 50.8 8.9 Level of Service B B D A Approach Delay (s/veh)16.3 50.8 8.9 Approach LOS B D A Intersection Summary HCM 2000 Control Delay (s/veh)30.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length (s)60.0 Sum of lost time (s)14.7 Intersection Capacity Utilization 79.8%ICU Level of Service D Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative+Project Conditions 8: Village Parkway & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)422 1417 278 211 1097 602 82 24 9 567 105 370 Future Volume (vph)422 1417 278 211 1097 602 82 24 9 567 105 370 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.5 5.0 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 0.95 1.00 0.91 1.00 1.00 0.95 0.97 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot)3547 3545 1829 5255 1636 1829 3494 3547 1925 1609 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm)3547 3545 1829 5255 1636 1829 3494 3547 1925 1609 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)435 1461 287 218 1131 621 85 25 9 585 108 381 RTOR Reduction (vph)0 8 0 0 0 327 0 8 0 0 0 322 Lane Group Flow (vph)435 1740 0 218 1131 294 85 26 0 585 108 59 Confl. Peds. (#/hr)18 5 5 18 4 6 6 4 Confl. Bikes (#/hr)1 Turn Type Prot NA Prot NA custom Prot NA Prot NA Perm Protected Phases 5 2 1 6 9 6 3 8 7 4 Permitted Phases 6 4 Actuated Green, G (s)23.4 70.2 19.5 34.0 66.3 9.8 10.1 21.2 21.5 21.5 Effective Green, g (s)23.4 70.2 19.5 34.0 66.3 9.8 10.1 21.2 21.5 21.5 Actuated g/C Ratio 0.17 0.50 0.14 0.24 0.47 0.07 0.07 0.15 0.15 0.15 Clearance Time (s)4.5 5.0 4.5 5.0 4.5 5.0 4.5 5.0 5.0 Vehicle Extension (s)3.0 4.0 3.0 4.0 2.0 2.0 5.0 4.0 4.0 Lane Grp Cap (vph)592 1777 254 1276 774 128 252 537 295 247 v/s Ratio Prot 0.12 c0.49 0.12 c0.22 0.18 0.05 0.01 c0.16 c0.06 v/s Ratio Perm 0.04 v/c Ratio 0.73 0.97 0.85 0.88 0.37 0.66 0.10 1.08 0.36 0.23 Uniform Delay, d1 55.3 34.1 58.8 51.1 23.6 63.4 60.7 59.4 53.1 52.0 Progression Factor 1.32 0.73 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.9 12.5 23.7 9.3 1.4 9.6 0.0 65.3 1.0 0.6 Delay (s)76.0 37.6 82.6 60.4 25.0 73.1 60.7 124.7 54.1 52.7 Level of Service E D F E C E E F D D Approach Delay (s/veh)45.3 51.7 69.5 92.1 Approach LOS D D E F Intersection Summary HCM 2000 Control Delay (s/veh)57.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.00 Actuated Cycle Length (s)140.0 Sum of lost time (s)24.0 Intersection Capacity Utilization 95.5%ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative+Project Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)219 1315 735 882 936 350 975 1167 595 320 862 126 Future Volume (vph)219 1315 735 882 936 350 975 1167 595 320 862 126 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)5.0 6.0 6.0 5.0 5.5 4.0 5.0 5.5 5.5 5.0 5.5 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6477 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)3547 5255 2880 5157 5255 1636 5157 5255 2880 3547 6477 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)226 1356 758 909 965 361 1005 1203 613 330 889 130 RTOR Reduction (vph)0 0 27 0 0 180 0 0 47 0 18 0 Lane Group Flow (vph)226 1356 731 909 965 181 1005 1203 566 330 1001 0 Confl. Peds. (#/hr)20 20 9 1 1 9 Turn Type Prot NA pt+ov Prot NA custom Prot NA pt+ov Prot NA Protected Phases 5 2 2 3 1 6 9 6 3 8 8 1 7 4 Permitted Phases 6 Actuated Green, G (s)12.8 48.0 76.0 18.9 45.3 54.6 22.0 43.9 68.3 17.7 39.6 Effective Green, g (s)12.8 48.0 76.0 18.9 45.3 54.6 22.0 43.9 68.3 17.7 39.6 Actuated g/C Ratio 0.09 0.32 0.51 0.13 0.30 0.36 0.15 0.29 0.46 0.12 0.26 Clearance Time (s)5.0 6.0 5.0 5.5 5.0 5.5 5.0 5.5 Vehicle Extension (s)3.0 4.5 3.0 4.5 3.0 4.5 3.0 4.5 Lane Grp Cap (vph)302 1681 1459 649 1587 595 756 1537 1311 418 1709 v/s Ratio Prot 0.06 c0.26 0.25 c0.18 0.18 c0.11 c0.19 c0.23 0.20 0.09 0.15 v/s Ratio Perm v/c Ratio 0.74 0.80 0.50 1.40 0.60 0.30 1.32 0.78 0.43 0.78 0.58 Uniform Delay, d1 67.0 46.7 24.4 65.5 44.7 34.1 63.9 48.6 27.6 64.3 48.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.7 4.2 0.2 189.5 1.7 0.1 157.2 2.9 0.3 9.5 0.7 Delay (s)76.7 51.0 24.7 255.0 46.5 34.2 221.2 51.6 28.0 73.9 48.7 Level of Service E D C F D C F D C E D Approach Delay (s/veh)44.9 129.3 106.9 54.9 Approach LOS D F F D Intersection Summary HCM 2000 Control Delay (s/veh)88.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.01 Actuated Cycle Length (s)150.0 Sum of lost time (s)25.0 Intersection Capacity Utilization 98.6%ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative+Project Conditions 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)181 167 12 11 86 362 9 133 75 386 98 34 Future Volume (vph)181 167 12 11 86 362 9 133 75 386 98 34 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 Flpb, ped/bikes 0.99 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.85 1.00 0.94 1.00 0.98 Flt Protected 0.95 1.00 0.99 1.00 0.95 1.00 0.95 0.97 Satd. Flow (prot)1820 1903 1913 1607 1829 1811 1737 1744 Flt Permitted 0.69 1.00 0.96 1.00 0.95 1.00 0.95 0.97 Satd. Flow (perm)1326 1903 1859 1607 1829 1811 1737 1744 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph)187 172 12 11 89 373 9 137 77 398 101 35 RTOR Reduction (vph)0 2 0 0 0 254 0 14 0 0 3 0 Lane Group Flow (vph)187 182 0 0 100 119 9 200 0 267 264 0 Confl. Peds. (#/hr)6 5 5 6 3 2 2 3 Confl. Bikes (#/hr)1 Turn Type Perm NA Perm NA Perm Split NA Split NA Protected Phases 2 6 8 8 7 7 Permitted Phases 2 6 6 Actuated Green, G (s)16.4 16.4 22.3 22.3 14.3 14.3 19.4 19.4 Effective Green, g (s)16.4 16.4 22.3 22.3 14.3 14.3 19.4 19.4 Actuated g/C Ratio 0.23 0.23 0.32 0.32 0.20 0.20 0.28 0.28 Clearance Time (s)4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Vehicle Extension (s)2.0 2.0 4.0 4.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph)310 445 591 511 373 369 480 482 v/s Ratio Prot 0.10 0.00 c0.11 c0.15 0.15 v/s Ratio Perm c0.14 0.05 c0.07 v/c Ratio 0.60 0.41 0.16 0.23 0.02 0.54 0.55 0.54 Uniform Delay, d1 23.9 22.7 17.2 17.5 22.3 24.9 21.6 21.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.2 0.1 0.3 0.0 0.8 0.7 0.6 Delay (s)26.2 22.9 17.4 17.9 22.3 25.8 22.4 22.2 Level of Service C C B B C C C C Approach Delay (s/veh)24.6 17.8 25.7 22.3 Approach LOS C B C C Intersection Summary HCM 2000 Control Delay (s/veh)22.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s)70.1 Sum of lost time (s)17.1 Intersection Capacity Utilization 58.5%ICU Level of Service B Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative+Project Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)66 1055 5 0 759 60 2 0 3 64 0 41 Future Volume (vph)66 1055 5 0 759 60 2 0 3 64 0 41 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.9 4.6 4.6 3.5 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 0.99 0.99 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 0.99 1.00 Frt 1.00 0.99 0.98 0.91 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.98 0.95 1.00 Satd. Flow (prot)1829 3654 3610 1717 1822 1615 Flt Permitted 0.95 1.00 1.00 0.86 0.63 1.00 Satd. Flow (perm)1829 3654 3610 1517 1217 1615 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)72 1147 5 0 825 65 2 0 3 70 0 45 RTOR Reduction (vph)0 0 0 0 4 0 0 5 0 0 0 38 Lane Group Flow (vph)72 1152 0 0 886 0 0 0 0 0 70 7 Confl. Peds. (#/hr)3 5 5 3 1 5 5 1 Confl. Bikes (#/hr)2 Turn Type Prot NA NA Perm NA Perm NA Perm Protected Phases 5 2 6 8 4 Permitted Phases 8 4 4 Actuated Green, G (s)6.5 33.4 33.9 6.5 12.6 12.6 Effective Green, g (s)7.6 34.5 35.0 6.5 12.6 13.7 Actuated g/C Ratio 0.09 0.40 0.41 0.08 0.15 0.16 Clearance Time (s)4.5 5.0 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)161 1462 1465 114 177 256 v/s Ratio Prot c0.04 c0.32 0.25 v/s Ratio Perm 0.00 c0.06 0.00 v/c Ratio 0.44 0.78 0.60 0.00 0.39 0.02 Uniform Delay, d1 37.3 22.6 20.1 36.8 33.3 30.6 Progression Factor 1.00 1.00 0.53 1.00 1.00 1.00 Incremental Delay, d2 0.7 3.0 0.6 0.0 0.5 0.0 Delay (s)38.0 25.7 11.4 36.8 33.8 30.6 Level of Service D C B D C C Approach Delay (s/veh)26.4 11.4 36.8 32.6 Approach LOS C B D C Intersection Summary HCM 2000 Control Delay (s/veh)20.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s)86.2 Sum of lost time (s)17.6 Intersection Capacity Utilization 45.4%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Cumulative+Project Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)54 980 88 81 710 149 76 16 46 111 16 33 Future Volume (vph)54 980 88 81 710 149 76 16 46 111 16 33 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)3.4 3.9 3.4 3.9 3.5 3.5 3.5 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 0.99 1.00 0.98 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Frt 1.00 0.98 1.00 0.97 1.00 0.88 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.96 Satd. Flow (prot)1829 3605 1829 3542 1827 1692 1802 Flt Permitted 0.95 1.00 0.95 1.00 0.67 1.00 0.75 Satd. Flow (perm)1829 3605 1829 3542 1289 1692 1405 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)55 1000 90 83 724 152 78 16 47 113 16 34 RTOR Reduction (vph)0 4 0 0 12 0 0 35 0 0 8 0 Lane Group Flow (vph)55 1086 0 83 864 0 78 28 0 0 155 0 Confl. Peds. (#/hr)6 1 1 6 2 1 1 2 Confl. Bikes (#/hr)3 1 Turn Type Prot NA Prot NA Perm NA Perm NA Protected Phases 5 2 1 6 7 3 Permitted Phases 7 3 Actuated Green, G (s)6.5 33.4 7.0 33.9 20.6 20.6 14.5 Effective Green, g (s)7.6 34.5 8.1 35.0 21.7 21.7 15.6 Actuated g/C Ratio 0.09 0.40 0.09 0.41 0.25 0.25 0.18 Clearance Time (s)4.5 5.0 4.5 5.0 4.6 4.6 4.6 Vehicle Extension (s)2.0 4.0 2.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph)161 1442 171 1438 324 425 254 v/s Ratio Prot 0.03 c0.30 c0.05 0.24 0.02 v/s Ratio Perm c0.06 c0.11 v/c Ratio 0.34 0.75 0.48 0.60 0.24 0.06 0.60 Uniform Delay, d1 36.9 22.1 37.0 20.1 25.6 24.5 32.4 Progression Factor 1.54 0.35 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 1.4 0.7 0.8 0.1 0.0 2.8 Delay (s)57.5 9.2 37.8 20.9 25.8 24.5 35.3 Level of Service E A D C C C D Approach Delay (s/veh)11.6 22.4 25.2 35.3 Approach LOS B C C D Intersection Summary HCM 2000 Control Delay (s/veh)18.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length (s)86.2 Sum of lost time (s)15.4 Intersection Capacity Utilization 60.8%ICU Level of Service B Analysis Period (min)15 c Critical Lane Group Queues Cumulative+Project Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Lane Group EBL EBR NBT NBR SBT SBR Lane Group Flow (vph)518 532 704 260 1540 551 v/c Ratio 0.51 0.61 0.26 0.16 0.75 0.33 Control Delay (s/veh)23.2 22.1 13.5 0.9 14.9 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)23.2 22.1 13.5 0.9 14.9 0.5 Queue Length 50th (ft)95 96 48 0 228 0 Queue Length 95th (ft)163 173 164 25 420 0 Internal Link Dist (ft)808 634 Turn Bay Length (ft)430 425 570 Base Capacity (vph)1607 1345 3175 1526 3467 1636 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.40 0.22 0.17 0.44 0.34 Intersection Summary Queues Cumulative+Project Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Lane Group WBL WBR NBT SBT Lane Group Flow (vph)1076 829 1095 1083 v/c Ratio 0.76 0.52 0.65 0.63 Control Delay (s/veh)24.7 12.4 23.5 16.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh)24.7 12.4 23.5 16.8 Queue Length 50th (ft)212 121 157 192 Queue Length 95th (ft)334 209 202 251 Internal Link Dist (ft)1070 208 135 Turn Bay Length (ft)190 320 Base Capacity (vph)1458 1918 2520 2731 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.74 0.43 0.43 0.40 Intersection Summary Queues Cumulative+Project Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)220 217 334 700 235 142 327 748 787 231 626 231 v/c Ratio 0.56 0.40 0.47 0.95 0.67 0.34 0.71 0.30 0.40 0.65 0.27 0.27 Control Delay (s/veh)65.2 54.5 6.5 89.4 75.9 24.0 67.0 25.6 4.8 69.3 27.9 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)65.2 54.5 6.5 89.4 75.9 24.0 67.0 25.6 4.8 69.3 27.9 5.0 Queue Length 50th (ft)101 98 0 239 226 28 149 146 43 105 126 0 Queue Length 95th (ft)141 117 40 m#292 m291 m106 194 236 119 148 211 64 Internal Link Dist (ft)732 623 581 1238 Turn Bay Length (ft)260 290 220 290 420 280 Base Capacity (vph)399 1044 1061 736 618 611 582 2437 1940 378 2283 830 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.55 0.21 0.31 0.95 0.38 0.23 0.56 0.31 0.41 0.61 0.27 0.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions 4: Regional St & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)125 1060 85 792 212 29 85 58 24 101 v/c Ratio 0.65 0.35 0.58 0.22 1.08 0.10 0.25 0.51 0.14 0.40 Control Delay (s/veh)82.8 17.0 59.3 7.4 146.0 51.3 3.6 78.2 56.1 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)82.8 17.0 59.3 7.4 146.0 51.3 3.6 78.2 56.1 8.6 Queue Length 50th (ft)115 120 76 27 ~215 25 0 52 21 0 Queue Length 95th (ft)184 302 #135 112 #382 48 15 99 43 31 Internal Link Dist (ft)623 644 371 1175 Turn Bay Length (ft)215 205 105 105 110 110 Base Capacity (vph)195 2950 145 3537 195 536 538 183 522 527 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.36 0.59 0.22 1.09 0.05 0.16 0.32 0.05 0.19 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)224 943 430 743 122 22 171 88 59 v/c Ratio 0.64 0.48 0.94 0.32 0.40 0.08 0.48 0.60 0.22 Control Delay (s/veh)67.3 34.0 94.0 9.3 65.7 48.6 11.3 78.9 22.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)67.3 34.0 94.0 9.3 65.7 48.6 11.3 78.9 22.5 Queue Length 50th (ft)203 167 ~490 69 56 17 0 79 16 Queue Length 95th (ft)#304 178 #700 102 89 42 63 136 56 Internal Link Dist (ft)514 542 532 104 Turn Bay Length (ft)235 215 135 135 170 Base Capacity (vph)346 1950 455 2295 366 496 537 170 464 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.48 0.95 0.32 0.33 0.04 0.32 0.52 0.13 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)162 794 420 972 364 88 113 361 157 156 60 v/c Ratio 0.83 0.45 0.77 0.35 0.37 0.64 0.46 0.69 0.56 0.62 0.18 Control Delay (s/veh)78.9 24.7 78.2 7.3 0.8 83.5 60.3 12.2 69.5 66.8 1.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)78.9 24.7 78.2 7.3 0.8 83.5 60.3 12.2 69.5 66.8 1.3 Queue Length 50th (ft)151 83 356 42 0 79 98 0 72 138 0 Queue Length 95th (ft)#260 262 m#494 90 m0 136 143 86 109 190 0 Internal Link Dist (ft)542 1069 572 230 Turn Bay Length (ft)200 305 190 100 130 120 Base Capacity (vph)195 1738 545 2764 982 170 497 681 331 496 504 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.83 0.46 0.77 0.35 0.37 0.52 0.23 0.53 0.47 0.31 0.12 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions 8: Village Parkway & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph)191 988 387 1383 966 25 9 780 97 317 v/c Ratio 0.59 0.54 1.26 0.85 0.73 0.29 0.03 1.48 0.30 0.59 Control Delay (s/veh)52.3 25.7 187.1 51.9 7.3 72.9 48.0 268.9 52.0 9.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.3 25.7 187.1 51.9 7.3 72.9 48.0 268.9 52.0 9.1 Queue Length 50th (ft)89 372 ~441 434 35 22 3 ~443 85 0 Queue Length 95th (ft)128 551 #636 489 276 54 10 #638 108 65 Internal Link Dist (ft)1069 4207 583 1714 Turn Bay Length (ft)255 200 415 100 220 55 Base Capacity (vph)331 1805 307 1614 1319 189 974 525 596 718 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.55 1.26 0.86 0.73 0.13 0.01 1.49 0.16 0.44 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)93 643 781 596 1631 273 1127 684 562 268 1611 v/c Ratio 0.42 0.38 0.53 1.16 1.04 0.36 1.49 0.39 0.40 0.70 0.84 Control Delay (s/veh)73.3 40.3 25.1 151.2 86.3 9.1 269.8 39.7 21.4 74.5 54.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)73.3 40.3 25.1 151.2 86.3 9.1 269.8 39.7 21.4 74.5 54.4 Queue Length 50th (ft)45 179 269 ~255 ~658 33 ~538 188 156 132 425 Queue Length 95th (ft)76 217 335 #340 #754 105 #632 233 217 179 473 Internal Link Dist (ft)4207 2096 1589 1541 Turn Bay Length (ft)215 415 565 300 495 450 210 Base Capacity (vph)260 1681 1467 510 1558 744 756 1732 1398 449 1947 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.38 0.53 1.17 1.05 0.37 1.49 0.39 0.40 0.60 0.83 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Lane Group EBL EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)48 234 172 353 12 168 250 246 v/c Ratio 0.10 0.33 0.30 0.43 0.03 0.48 0.59 0.57 Control Delay (s/veh)18.5 19.3 20.0 4.4 26.1 31.1 32.5 31.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)18.5 19.3 20.0 4.4 26.1 31.1 32.5 31.0 Queue Length 50th (ft)13 65 48 0 5 66 105 100 Queue Length 95th (ft)48 173 137 61 19 132 220 211 Internal Link Dist (ft)677 257 288 572 Turn Bay Length (ft)130 285 65 145 Base Capacity (vph)555 837 1509 1584 683 695 644 649 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.28 0.11 0.22 0.02 0.24 0.39 0.38 Intersection Summary Queues Cumulative+Project Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)31 42 54 266 272 261 133 613 549 406 648 37 v/c Ratio 0.14 0.18 0.20 0.65 0.66 0.51 0.50 0.55 0.63 0.64 0.36 0.06 Control Delay (s/veh)49.4 49.6 6.5 43.1 43.3 15.7 50.9 31.8 6.3 44.2 25.6 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)49.4 49.6 6.5 43.1 43.3 15.7 50.9 31.8 6.3 44.2 25.6 0.6 Queue Length 50th (ft)18 24 0 155 158 40 77 166 0 120 108 0 Queue Length 95th (ft)52 65 14 264 269 107 153 252 46 193 163 0 Internal Link Dist (ft)543 429 1238 739 Turn Bay Length (ft)65 60 130 200 280 300 Base Capacity (vph)532 560 533 707 715 744 532 2128 1166 1032 3057 929 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.08 0.10 0.38 0.38 0.35 0.25 0.29 0.47 0.39 0.21 0.04 Intersection Summary Queues Cumulative+Project Conditions 12: Regional St & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 11 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)51 915 148 680 82 12 64 11 20 v/c Ratio 0.21 0.54 0.42 0.29 0.29 0.03 0.17 0.03 0.05 Control Delay (s/veh)31.1 15.9 29.0 10.0 24.4 21.1 7.1 21.3 13.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)31.1 15.9 29.0 10.0 24.4 21.1 7.1 21.3 13.7 Queue Length 50th (ft)15 108 41 65 23 3 0 3 2 Queue Length 95th (ft)61 282 131 175 67 17 23 16 17 Internal Link Dist (ft)429 761 1175 245 Turn Bay Length (ft)105 105 100 100 35 Base Capacity (vph)1026 2348 1026 2547 689 926 812 694 836 Starvation Cap Reductn 0 17 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.39 0.14 0.27 0.12 0.01 0.08 0.02 0.02 Intersection Summary Queues Cumulative+Project Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 12 Lane Group EBL EBT WBT NBT SBT SBR Lane Group Flow (vph)98 827 866 6 67 75 v/c Ratio 0.47 0.58 0.70 0.01 0.34 0.23 Control Delay (s/veh)50.8 29.1 16.4 0.0 41.7 4.7 Queue Delay 0.0 0.0 0.6 0.0 0.0 0.0 Total Delay (s/veh)50.8 29.1 17.1 0.0 41.7 4.7 Queue Length 50th (ft)53 200 50 0 37 0 Queue Length 95th (ft)126 386 m#426 0 73 15 Internal Link Dist (ft)761 197 106 622 Turn Bay Length (ft)80 45 Base Capacity (vph)499 1417 1225 561 416 560 Starvation Cap Reductn 0 0 115 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.58 0.78 0.01 0.16 0.13 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBT Lane Group Flow (vph)71 817 51 937 29 40 374 v/c Ratio 0.34 0.58 0.31 0.77 0.08 0.08 0.95 Control Delay (s/veh)74.5 9.9 50.7 35.5 26.9 16.0 73.6 Queue Delay 0.0 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay (s/veh)74.5 9.9 50.7 35.9 26.9 16.0 73.6 Queue Length 50th (ft)45 36 28 243 10 6 206 Queue Length 95th (ft)m105 98 77 #527 42 38 #552 Internal Link Dist (ft)197 509 445 238 Turn Bay Length (ft)80 180 75 Base Capacity (vph)499 1400 499 1209 477 624 390 Starvation Cap Reductn 0 55 0 0 0 0 0 Spillback Cap Reductn 0 0 0 47 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.61 0.10 0.81 0.06 0.06 0.96 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 14 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph)4 984 325 813 119 278 19 v/c Ratio 0.02 0.68 0.72 0.32 0.44 0.51 0.06 Control Delay (s/veh)39.6 21.6 38.5 7.1 32.8 7.2 18.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)39.6 21.6 38.5 7.1 32.8 7.2 18.3 Queue Length 50th (ft)2 170 120 50 46 0 3 Queue Length 95th (ft)12 314 #295 187 94 41 18 Internal Link Dist (ft)509 1118 372 166 Turn Bay Length (ft)100 150 90 Base Capacity (vph)583 1966 583 2525 466 738 548 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.50 0.56 0.32 0.26 0.38 0.03 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)327 675 229 169 458 138 183 937 109 142 931 597 v/c Ratio 0.86 0.85 0.54 0.54 0.74 0.43 0.45 1.11 0.25 0.32 1.06 1.14 Control Delay (s/veh)84.0 74.0 42.3 70.7 73.8 33.1 60.4 125.2 20.5 56.6 107.8 125.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)84.0 74.0 42.3 70.7 73.8 33.1 60.4 125.2 20.5 56.6 107.8 125.1 Queue Length 50th (ft)380 392 145 174 257 62 192 ~654 29 131 ~597 ~614 Queue Length 95th (ft)462 423 202 218 272 104 257 #682 66 182 #624 #693 Internal Link Dist (ft)1118 764 1714 758 Turn Bay Length (ft)180 100 115 80 125 80 90 120 Base Capacity (vph)398 823 440 438 875 420 398 837 435 438 875 520 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.82 0.52 0.39 0.52 0.33 0.46 1.12 0.25 0.32 1.06 1.15 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions 1: Foothill Rd & I-580 EB Off-Ramp/I-580 EB On-Ramp Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 1 Lane Group EBL EBR NBT NBR SBT SBR Lane Group Flow (vph)822 515 2075 692 1168 418 v/c Ratio 1.32 0.78 0.69 0.45 0.48 0.25 Control Delay (s/veh)183.2 25.9 16.6 1.8 6.3 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)183.2 25.9 16.6 1.8 6.3 0.3 Queue Length 50th (ft)~205 64 128 0 52 0 Queue Length 95th (ft)#304 #141 #527 50 86 0 Internal Link Dist (ft)808 634 Turn Bay Length (ft)430 425 570 Base Capacity (vph)620 653 2969 1533 2395 1636 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.33 0.79 0.70 0.45 0.49 0.26 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions 2: San Ramon Rd & I-580 WB Off-Ramp Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 2 Lane Group WBL WBR NBT SBT Lane Group Flow (vph)315 913 2151 1270 v/c Ratio 0.36 0.71 1.05 0.59 Control Delay (s/veh)20.4 17.4 53.0 9.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay (s/veh)20.4 17.4 53.0 9.2 Queue Length 50th (ft)48 140 ~327 133 Queue Length 95th (ft)79 205 m#386 184 Internal Link Dist (ft)1070 208 135 Turn Bay Length (ft)190 320 Base Capacity (vph)857 1320 2044 2151 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.37 0.69 1.05 0.59 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions 3: San Ramon Rd & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)342 383 314 926 277 361 353 1540 1203 260 969 120 v/c Ratio 0.67 0.52 0.37 1.14 0.67 0.67 0.74 0.74 0.71 0.72 0.50 0.17 Control Delay (s/veh)63.8 51.1 5.2 134.5 58.3 29.4 68.2 40.5 20.1 73.2 38.2 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)63.8 51.1 5.2 134.5 58.3 29.4 68.2 40.5 20.1 73.2 38.2 1.8 Queue Length 50th (ft)154 170 0 ~340 211 107 161 427 314 119 244 0 Queue Length 95th (ft)206 196 39 m#410 m325 m271 211 #596 502 168 346 13 Internal Link Dist (ft)732 623 581 1238 Turn Bay Length (ft)260 290 220 290 420 280 Base Capacity (vph)510 1018 1028 810 632 684 557 2074 1679 382 1901 693 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.38 0.31 1.14 0.44 0.53 0.63 0.74 0.72 0.68 0.51 0.17 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions 4: Regional St & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)178 1758 119 1011 336 101 118 197 39 207 v/c Ratio 0.76 0.71 0.61 0.33 1.18 0.41 0.38 0.86 0.21 0.61 Control Delay (s/veh)70.4 27.3 76.3 33.2 161.9 59.5 10.0 92.9 56.5 14.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)70.4 27.3 76.3 33.2 161.9 59.5 10.0 92.9 56.5 14.3 Queue Length 50th (ft)164 411 78 173 ~366 89 0 176 34 0 Queue Length 95th (ft)m215 #663 m138 227 #563 126 45 #302 61 65 Internal Link Dist (ft)623 644 371 1175 Turn Bay Length (ft)215 205 105 105 110 110 Base Capacity (vph)272 2475 195 2988 284 536 535 246 496 564 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.71 0.61 0.34 1.18 0.19 0.22 0.80 0.08 0.37 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions 6: Golden Gate Dr & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 5 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)285 1458 195 987 288 40 220 112 114 v/c Ratio 0.75 0.67 0.67 0.51 0.88 0.11 0.48 0.72 0.33 Control Delay (s/veh)69.4 19.7 67.3 33.7 89.8 45.9 9.4 87.2 18.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)69.4 19.7 67.3 33.7 89.8 45.9 9.4 87.2 18.2 Queue Length 50th (ft)191 406 95 335 135 30 0 100 23 Queue Length 95th (ft)m#376 187 #240 386 #215 64 71 #179 79 Internal Link Dist (ft)514 542 532 104 Turn Bay Length (ft)235 215 135 135 170 Base Capacity (vph)379 2161 290 1932 331 496 562 170 483 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.75 0.67 0.67 0.51 0.87 0.08 0.39 0.66 0.24 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions 7: Amador Plaza Rd & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 6 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)219 1353 463 873 333 126 167 506 306 161 79 v/c Ratio 0.77 0.85 1.05 0.42 0.42 0.72 0.47 0.91 0.76 0.41 0.19 Control Delay (s/veh)52.7 31.9 89.3 26.5 14.8 83.7 52.9 41.0 73.2 49.9 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.7 31.9 89.3 26.5 14.8 83.7 52.9 41.0 73.2 49.9 2.1 Queue Length 50th (ft)160 145 ~499 286 179 113 136 183 140 127 0 Queue Length 95th (ft)#305 268 m#802 331 m241 181 192 319 192 185 9 Internal Link Dist (ft)542 1069 572 230 Turn Bay Length (ft)200 305 190 100 130 120 Base Capacity (vph)284 1580 437 2037 781 221 497 648 429 496 499 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.77 0.86 1.06 0.43 0.43 0.57 0.34 0.78 0.71 0.32 0.16 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions 8: Village Parkway & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 7 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph)435 1748 218 1131 621 85 34 585 108 381 v/c Ratio 0.73 0.95 0.85 0.83 0.55 0.66 0.10 1.08 0.40 0.69 Control Delay (s/veh)78.4 33.9 88.3 55.8 4.4 87.1 42.3 118.6 56.4 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)78.4 33.9 88.3 55.8 4.4 87.1 42.3 118.6 56.4 11.0 Queue Length 50th (ft)213 358 197 359 0 76 11 ~329 95 0 Queue Length 95th (ft)m223 #1244 #339 417 95 135 24 #448 124 77 Internal Link Dist (ft)1069 4207 583 1714 Turn Bay Length (ft)255 200 415 100 220 55 Base Capacity (vph)592 1835 254 1351 1116 150 979 538 646 793 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.95 0.86 0.84 0.56 0.57 0.03 1.09 0.17 0.48 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions 9: Dougherty Rd & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)226 1356 758 909 965 361 1005 1203 613 330 1019 v/c Ratio 0.74 0.80 0.51 1.40 0.60 0.45 1.32 0.78 0.45 0.78 0.58 Control Delay (s/veh)82.3 51.2 24.7 234.7 47.5 10.4 204.6 52.5 25.4 78.2 47.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)82.3 51.2 24.7 234.7 47.5 10.4 204.6 52.5 25.4 78.2 47.9 Queue Length 50th (ft)112 446 257 ~458 308 52 ~451 390 201 162 240 Queue Length 95th (ft)#162 506 322 #560 360 144 #543 443 261 218 276 Internal Link Dist (ft)4207 2096 1589 1541 Turn Bay Length (ft)215 415 565 300 495 450 210 Base Capacity (vph)312 1681 1467 649 1584 788 756 1629 1324 449 1896 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.81 0.52 1.40 0.61 0.46 1.33 0.74 0.46 0.73 0.54 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 9 Lane Group EBL EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)187 184 100 373 9 214 267 267 v/c Ratio 0.60 0.40 0.19 0.51 0.02 0.55 0.55 0.54 Control Delay (s/veh)36.6 29.0 19.4 4.9 30.0 32.6 31.6 31.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)36.6 29.0 19.4 4.9 30.0 32.6 31.6 31.1 Queue Length 50th (ft)59 55 29 0 3 64 82 80 Queue Length 95th (ft)215 194 77 52 21 225 #343 #336 Internal Link Dist (ft)677 257 288 572 Turn Bay Length (ft)130 285 65 145 Base Capacity (vph)649 937 1736 1529 753 756 712 717 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.20 0.06 0.24 0.01 0.28 0.38 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions 11: San Ramon Rd & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)51 65 100 204 206 334 193 1239 742 284 727 48 v/c Ratio 0.30 0.37 0.42 0.61 0.61 0.61 0.73 0.78 0.79 0.67 0.33 0.07 Control Delay (s/veh)58.3 59.7 16.1 51.6 51.5 11.9 65.4 34.3 19.8 58.3 26.0 2.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)58.3 59.7 16.1 51.6 51.5 11.9 65.4 34.3 19.8 58.3 26.0 2.4 Queue Length 50th (ft)39 50 0 147 148 19 149 453 233 112 148 0 Queue Length 95th (ft)83 100 55 244 247 111 229 600 470 162 208 12 Internal Link Dist (ft)543 429 1238 739 Turn Bay Length (ft)65 60 130 200 280 300 Base Capacity (vph)396 417 433 527 532 683 396 1585 935 769 2279 692 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.16 0.23 0.39 0.39 0.49 0.49 0.78 0.79 0.37 0.32 0.07 Intersection Summary Queues Cumulative+Project Conditions 12: Regional St & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 11 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)75 1000 252 535 171 28 139 32 29 v/c Ratio 0.32 0.70 0.60 0.27 0.54 0.06 0.29 0.10 0.07 Control Delay (s/veh)38.6 23.4 34.3 11.7 34.3 25.5 7.0 26.1 17.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)38.6 23.4 34.3 11.7 34.3 25.5 7.0 26.1 17.8 Queue Length 50th (ft)30 178 97 65 66 10 0 11 5 Queue Length 95th (ft)92 392 228 150 154 34 44 39 29 Internal Link Dist (ft)429 761 1175 245 Turn Bay Length (ft)105 105 100 100 35 Base Capacity (vph)838 1909 838 2098 558 758 720 560 707 Starvation Cap Reductn 0 14 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.53 0.30 0.26 0.31 0.04 0.19 0.06 0.04 Intersection Summary Queues Cumulative+Project Conditions 13: Amador Valley Blvd & Starward Dr Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 12 Lane Group EBL EBT WBT NBT SBT SBR Lane Group Flow (vph)72 1152 890 5 70 45 v/c Ratio 0.34 0.74 0.57 0.01 0.41 0.13 Control Delay (s/veh)45.4 30.0 15.7 0.2 43.4 0.8 Queue Delay 0.0 0.0 0.1 0.0 0.0 0.0 Total Delay (s/veh)45.4 30.0 15.8 0.2 43.4 0.8 Queue Length 50th (ft)33 252 58 0 33 0 Queue Length 95th (ft)107 #790 #502 0 90 0 Internal Link Dist (ft)761 197 106 622 Turn Bay Length (ft)80 45 Base Capacity (vph)622 1541 1546 580 414 639 Starvation Cap Reductn 0 0 123 0 0 0 Spillback Cap Reductn 0 14 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.75 0.63 0.01 0.17 0.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 13 Lane Group EBL EBT WBL WBT NBL NBT SBT Lane Group Flow (vph)55 1090 83 876 78 63 163 v/c Ratio 0.26 0.71 0.37 0.57 0.21 0.12 0.58 Control Delay (s/veh)65.1 14.2 45.3 25.9 27.1 12.1 40.8 Queue Delay 0.0 0.2 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)65.1 14.4 45.3 26.0 27.1 12.1 40.8 Queue Length 50th (ft)29 40 38 168 26 5 69 Queue Length 95th (ft)m61 #687 119 #519 97 47 180 Internal Link Dist (ft)197 509 445 238 Turn Bay Length (ft)80 180 75 Base Capacity (vph)622 1526 622 1524 484 664 502 Starvation Cap Reductn 0 68 0 0 0 0 0 Spillback Cap Reductn 0 0 0 64 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.75 0.13 0.60 0.16 0.09 0.32 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 14 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph)4 1199 225 670 280 318 10 v/c Ratio 0.02 0.83 0.65 0.30 0.72 0.48 0.02 Control Delay (s/veh)43.0 30.2 43.1 9.5 40.4 7.8 20.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)43.0 30.2 43.1 9.5 40.4 7.8 20.3 Queue Length 50th (ft)2 267 111 67 138 16 3 Queue Length 95th (ft)13 #504 207 167 244 84 15 Internal Link Dist (ft)509 1118 372 166 Turn Bay Length (ft)100 150 90 Base Capacity (vph)485 1629 485 2222 420 692 537 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.74 0.46 0.30 0.67 0.46 0.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions 16: Village Parkway & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions Synchro 11 Report Kimley-Horn & Associates, Inc Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)344 749 294 177 344 67 247 638 199 62 451 255 v/c Ratio 0.73 0.76 0.57 0.64 0.62 0.22 0.61 0.75 0.44 0.19 0.69 0.61 Control Delay (s/veh)59.3 54.4 37.2 69.5 62.6 11.5 56.6 56.9 32.3 53.5 61.1 27.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)59.3 54.4 37.2 69.5 62.6 11.5 56.6 56.9 32.3 53.5 61.1 27.9 Queue Length 50th (ft)317 348 161 157 160 0 221 298 94 49 208 80 Queue Length 95th (ft)#583 #545 315 261 234 40 376 436 197 102 298 190 Internal Link Dist (ft)1118 764 1714 758 Turn Bay Length (ft)180 100 115 80 125 80 90 120 Base Capacity (vph)485 1018 527 533 1065 503 485 1019 520 533 1065 572 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.74 0.56 0.33 0.32 0.13 0.51 0.63 0.38 0.12 0.42 0.45 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Local Transportation Analysis │Dublin Commons August 2024 │ Final H – ACTC Roadway Analysis Downtown Dublin Hines South LTA - ACTC Roadway Analysis Volume (vph)LOS V/C Project Generated Trips Volume (vph)LOS V/C ∆ V/C Eden Canyon Road to Foothill Road 4 2000 8416 F 1.052 15 8431 F 1.054 0.002 Foothill Road to I-680 5 2000 7925 D 0.793 21 7946 D 0.795 0.002 I-680 to Dougherty Road 6 2000 10040 D 0.837 21 10061 D 0.838 0.002 Dougherty Road to Hacienda Drive 6 2000 10630 D 0.886 21 10651 D 0.888 0.002 Hacienda Drive to Tassajara Road 5 2000 8177 D 0.818 21 8198 D 0.820 0.002 Tassajara Road to Fallon Road 5 2000 8648 D 0.865 21 8669 D 0.867 0.002 Fallon Road to Tassajara Road 5 2000 5867 C 0.587 15 5882 C 0.588 0.001 Tassajara Road to Hacienda Drive 5 2000 5399 B 0.540 15 5414 B 0.541 0.001 Hacienda Drive to Dougherty Road 5 2000 5405 B 0.541 15 5420 B 0.542 0.002 Dougherty Road to I-680 5 2000 5555 B 0.556 15 5570 B 0.557 0.002 I-680 to Foothill Road 5 2000 5728 B 0.573 30 5758 B 0.576 0.003 Foothill Road to Eden Canyon Road 5 2000 5377 B 0.538 21 5398 B 0.540 0.002 Stoneridge Drive to I-580/Amador Plaza Road 4 2000 4865 C 0.608 15 4880 C 0.610 0.002 I-580/Amador Plaza Road to Alcosta Boulevard 4 2000 5593 C 0.699 18 5611 C 0.701 0.002 Alcosta Boulevard to I-580/Amador Plaza Road 5 2000 5791 B 0.579 11 5802 C 0.580 0.001 I-580/Amador Plaza Road to Stoneridge Drive 4 2000 4103 B 0.513 18 4121 B 0.515 0.002 San Ramon Road to Amador Plaza Road 3 800 1084 B 0.452 65 1149 B 0.479 0.027 Amador Plaza Road to Village Parkway 3 800 1281 B 0.534 46 1327 B 0.553 0.019 Village Parkway to Doughtery Road 3 800 826 A 0.344 26 852 B 0.355 0.011 Dougherty Road to Village Parkway 3 800 1622 C 0.676 23 1645 C 0.685 0.010 Village Parkway to Amador Plaza Road 3 800 434 A 0.181 27 461 A 0.192 0.011 Amador Plaza Road to San Ramon Road 3 800 903 B 0.376 73 976 B 0.407 0.030 I-580 EB Ramps to I-580 WB Ramps 2 800 1816 F 1.135 24 1840 F 1.150 0.015 I-580 WB Ramps to Dublin Boulevard 3 800 2634 F 1.098 54 2688 F 1.120 0.023 Dublin Boulevard to Amador Valley Boulevard 3 800 2149 D 0.895 9 2158 D 0.899 0.004 Amador Valley Boulevard to Dublin Boulevard 4 800 617 A 0.193 -7 610 A 0.191 -0.002 Dublin Boulevard to I-580 WB Ramps 3 800 775 A 0.323 56 831 A 0.346 0.023 I-580 WB Ramps to I-580 EB Ramps 2 800 593 B 0.371 35 628 B 0.393 0.022 Arterial Segment EB Dublin Boulevard WB Dublin Boulevard NB San Ramon Road SB San Ramon Road NB I-680 SB I-680 WB I-580 Freeway Segment EB I-580 With Phase 1 - Year 2020 (PM) Location Limits # of Lanes Capacity (vphpl) No Project - Year 2020 (PM) Downtown Dublin Hines South LTA - ACTC Roadway Analysis Volume (vph)LOS V/C Eden Canyon Road to Foothill Road 4 2000 9337 F 1.167 Foothill Road to I-680 5 2000 8410 D 0.841 I-680 to Dougherty Road 6 2000 9607 D 0.801 Dougherty Road to Hacienda Drive 6 2000 10304 D 0.859 Hacienda Drive to Tassajara Road 5 2000 9101 E 0.910 Tassajara Road to Fallon Road 5 2000 9469 E 0.947 Fallon Road to Tassajara Road 5 2000 6764 C 0.676 Tassajara Road to Hacienda Drive 5 2000 6504 C 0.650 Hacienda Drive to Dougherty Road 5 2000 6212 C 0.621 Dougherty Road to I-680 5 2000 6155 C 0.616 I-680 to Foothill Road 5 2000 6268 C 0.627 Foothill Road to Eden Canyon Road 5 2000 6168 C 0.617 Stoneridge Drive to I-580/Amador Plaza Road 4 2000 4727 C 0.591 I-580/Amador Plaza Road to Alcosta Boulevard 4 2000 6361 D 0.795 Alcosta Boulevard to I-580/Amador Plaza Road 5 2000 6811 C 0.681 I-580/Amador Plaza Road to Stoneridge Drive 4 2000 4728 C 0.591 San Ramon Road to Amador Plaza Road 3 800 1401 C 0.584 Amador Plaza Road to Village Parkway 3 800 1529 C 0.637 Village Parkway to Doughtery Road 3 800 1074 B 0.448 Dougherty Road to Village Parkway 3 800 2152 D 0.897 Village Parkway to Amador Plaza Road 3 800 738 A 0.308 Amador Plaza Road to San Ramon Road 3 800 990 B 0.413 I-580 EB Ramps to I-580 WB Ramps 4 800 2560 D 0.800 I-580 WB Ramps to Dublin Boulevard 3 800 3302 F 1.376 Dublin Boulevard to Amador Valley Boulevard 3 800 2211 E 0.921 Amador Valley Boulevard to Dublin Boulevard 4 800 1043 A 0.326 Dublin Boulevard to I-580 WB Ramps 3 800 1090 B 0.454 I-580 WB Ramps to I-580 EB Ramps 4 800 751 A 0.235 SB San Ramon Road WB I-580 Arterial Segment NB I-680 SB I-680 EB Dublin Boulevard Freeway Segment EB I-580 WB Dublin Boulevard NB San Ramon Road Location Limits # of Lanes Capacity (vphpl) Year 2040 (PM) Local Transportation Analysis │Dublin Commons August 2024 │ Final I – Queuing Summary Downtown Dublin South Hines - Queuing Summary Link AM PM Link AM PM Link AM PM Sat Link AM PM Sat Link AM PM Sat Link AM PM Sat Link AM PM Sat Link AM PM Sat EBL 430 120 174 260 138 151 77 65 42 65 50 215 174 238 302 <25 <25 <25 <25 235 92 227 271 200 86 255 244 EBR 425 102 31 290 38 38 45 60 <25 29 <25 WBL 190 258 65 205 84 70 131 100 <25 43 45 215 111 134 114 305 204 396 417 WBR 320 116 141 220 51 121 60 130 78 67 64 320 <25 197 103 NBL 290 182 198 144 200 96 170 146 105 84 178 209 135 61 93 59 NBR 420 30 240 114 105 <25 <25 39 135 46 60 <25 100 75 77 156 SBL 280 99 139 130 280 145 125 127 110 90 292 262 170 33 88 93 130 67 132 190 SBR 570 <25 <25 300 <25 <25 <25 110 29 65 71 EBL 430 130 214 260 138 153 65 43 67 215 183 240 <25 <25 <25 235 96 224 200 105 192 EBR 425 151 34 290 39 39 60 <25 29 WBL 190 275 67 205 129 140 100 <25 133 215 136 149 305 236 412 WBR 320 139 163 220 73 119 130 84 70 320 <25 167 NBL 290 194 207 200 99 175 105 382 563 135 85 107 NBR 420 43 371 105 <25 45 135 56 63 100 77 78 SBL 280 122 157 280 153 135 110 90 294 170 33 85 130 71 135 SBR 570 <25 <25 300 <25 <25 110 31 65 120 <25 <25 EBL 430 141 221 260 138 153 65 44 67 215 183 236 <25 <25 <25 235 213 287 200 217 289 EBR 425 152 36 290 39 39 60 <25 28 WBL 190 279 67 205 129 144 100 <25 148 215 139 152 305 243 399 WBR 320 165 172 220 80 126 130 87 72 320 <25 176 NBL 290 194 207 200 101 180 105 382 563 135 87 110 NBR 420 99 409 105 <25 45 135 56 64 100 78 78 SBL 280 122 153 280 162 143 110 99 302 170 47 125 130 91 161 SBR 570 <25 <25 300 <25 <25 110 31 65 120 <25 <25 EBL 430 163 304 260 141 206 65 52 83 215 184 215 <25 <25 <25 235 304 376 200 260 305 EBR 425 173 141 290 40 39 60 <25 55 WBL 190 334 79 205 135 138 100 <25 363 215 700 240 305 494 802 WBR 320 209 205 220 106 271 130 107 111 320 <25 241 NBL 290 194 211 200 153 229 105 382 563 135 89 215 NBR 420 119 502 105 <25 45 135 63 71 100 86 319 SBL 280 148 168 280 193 162 110 99 302 230 136 179 130 109 192 SBR 570 <25 <25 300 <25 <25 110 31 65 120 <25 <25 Cumulative Plus Project Scenarios Analyzed Existing Opening Year Turning Movement Opening Year Plus Phase 1 EB I-580 #1 Amador Plaza Rd #7 Dublin Blvd #3 Amador Valley Blvd #11 Regional St #4 Spruce St #5 Golden Gate Dr #6 Note: Queue lengths that exceed the link storage by 25 feet or more under Opening Year Plus Phase 1 and Cumulative Plus Project Conditions are shown in shaded cells. Queue lengths that are considered project deficiencies are shown in red. Dublin BoulevardSan Ramon Road WB I-580 #2 Kimley-Horn and Associates, Inc. Downtown Dublin South Hines - Queuing Summary EBL EBR WBL WBR NBL NBR SBL SBR EBL EBR WBL WBR NBL NBR SBL SBR EBL EBR WBL WBR NBL NBR SBL SBR EBL EBR WBL WBR NBL NBR SBL SBR Cumulative Plus Project Scenarios Analyzed Existing Opening Year Turning Movement Opening Year Plus Phase 1 Link AM PM Link AM PM Link AM PM Sat Link AM PM Link AM PM Link AM PM Sat Link AM PM Link AM PM Link AM PM Sat 255 119 137 215 69 105 105 59 89 114 80 115 99 80 97 76 100 <25 <25 <25 180 428 337 130 48 121 415 186 297 100 99 170 200 183 228 565 185 245 105 127 218 253 180 41 37 150 206 213 219 115 172 140 155 28 <25 <25 415 82 70 300 67 120 80 102 26 285 57 52 100 54 133 495 372 368 100 65 147 168 75 31 60 125 128 231 65 <25 <25 450 130 189 100 <25 42 42 90 40 58 57 80 53 85 100 <25 <25 <25 220 409 331 210 227 214 35 <25 37 <25 90 178 81 145 177 217 55 51 57 45 <25 <25 120 513 74 255 131 144 215 73 111 105 61 91 80 115 99 80 108 81 100 <25 <25 180 428 342 130 48 121 415 194 306 100 100 176 200 189 240 565 187 251 105 131 223 180 46 52 150 208 213 115 186 157 155 33 <25 415 83 72 300 67 131 80 102 27 285 58 53 100 54 133 495 379 383 100 66 149 75 33 69 125 128 234 65 <25 <25 450 155 192 100 <25 44 90 40 57 80 66 100 100 <25 <25 220 419 341 210 230 218 35 <25 38 90 178 82 145 180 225 55 53 60 45 <25 <25 120 525 76 255 132 146 215 76 115 105 61 91 80 115 99 80 107 72 100 <25 <25 180 442 357 130 48 121 415 198 311 100 101 179 200 189 240 565 187 251 105 131 223 180 70 105 150 235 207 115 186 157 155 33 <25 415 83 72 300 67 133 80 102 27 285 59 53 100 54 133 495 393 389 100 67 153 75 42 86 125 130 235 65 <25 <25 450 157 192 100 <25 44 90 40 60 80 66 100 100 <25 <25 220 419 341 210 230 218 35 <25 38 90 179 82 145 184 229 55 53 60 45 <25 <25 120 577 78 255 128 223 215 76 162 105 61 92 80 126 107 80 105 61 100 <25 <25 180 462 583 130 48 215 415 335 322 100 202 315 200 636 339 565 340 560 105 131 228 180 77 119 150 295 207 115 218 261 155 40 <25 415 276 95 300 105 144 80 104 40 285 61 52 100 54 135 495 632 543 100 67 154 100 42 97 125 257 376 65 <25 <25 450 217 261 100 <25 44 90 41 84 80 66 197 100 <25 35 220 638 448 210 179 218 35 <25 39 90 182 102 145 220 343 55 65 77 45 <25 <25 120 693 190 Village Parkway #16 Amador Plaza Rd #10 Amador Plaza Rd #15 Golden Gate Dr #27 Dougherty Rd #9 Regional St #12 Village Pkwy #8 St Patrick Wy Note: Queue lengths that exceed the link storage by 25 feet or more under Opening Year Plus Phase 1 and Cumulative Plus Project Conditions are shown in shaded cells. Queue lengths that are considered project deficiencies are shown in red. Dublin Boulevard Starward Dr #13 Donohue Dr #14 Amador Valley Boulevard Kimley-Horn and Associates, Inc. Local Transportation Analysis │Dublin Commons August 2024 │ Final J – Crosswalk Evaluation 21 682 435.5 435.5 435.5 52 3.5 3 17.85 358 0.10 31.47 0.18 low Brenden Do 07/02/24 n/a Amador Plaza Road First St Opening Year - AM 21 937 299.3 299.3 299.3 52 3.5 3 17.85 403 0.11 39.15 0.23 low Brenden Do 07/02/24 n/a Amador Plaza Road First St Opening Year - PM 21 963 287.4 287.4 287.4 52 3.5 3 17.85 534 0.15 70.71 0.41 low Brenden Do 07/02/24 n/a Amador Plaza Road Second St Opening Year - AM 21 888 322.6 322.6 322.6 52 3.5 3 17.85 366 0.10 31.15 0.18 low Brenden Do 07/02/24 n/a Amador Plaza Road Second St Opening Year - PM 21 909 312.4 312.4 312.4 52 3.5 3 17.85 538 0.15 71.95 0.42 low Brenden Do 07/02/24 n/a Amador Plaza Road First St Cumulative Year - AM 21 1243 183.8 183.8 183.8 52 3.5 3 17.85 551 0.15 76.10 0.44 low Brenden Do 07/02/24 n/a Amador Plaza Road First St Cumulative Year - PM 21 701 424.1 424.1 424.1 52 3.5 3 17.85 380 0.11 35.06 0.20 low Brenden Do 07/02/24 n/a Amador Plaza Road Second St Cumulative Year - AM 21 984 278.1 278.1 278.1 52 3.5 3 17.85 412 0.11 40.85 0.24 low Brenden Do 07/02/24 n/a Amador Plaza Road Second St Cumulative Year - PM Brenden Do 07/02/24 n/a Amador Plaza Road First St Opening Year - AM 21 682 194.4 194.4 194.4 3.5 52 3 17.85 358 0.14 64.08 0.37 low Brenden Do 07/02/24 n/a Amador Plaza Road First St Opening Year - PM 21 937 114.8 114.8 114.8 3.5 52 3 17.85 403 0.16 84.61 0.49 low Brenden Do 07/02/24 n/a Amador Plaza Road Second St Opening Year - AM 21 963 110.1 110.1 110.1 3.5 52 3 17.85 534 0.21 185.03 1.08 low Brenden Do 07/02/24 n/a Amador Plaza Road Second St Opening Year - PM 21 888 125.4 125.4 125.4 3.5 52 3 17.54 356 0.14 63.28 0.37 low Brenden Do 07/02/24 n/a Amador Plaza Road First St Cumulative Year - AM 21 909 120.6 120.6 120.6 3.5 52 3 17.85 538 0.21 189.44 1.11 low Brenden Do 07/02/24 n/a Amador Plaza Road First St Cumulative Year - PM 21 1243 99.4 99.4 99.4 3.5 52 3 17.85 551 0.22 204.53 1.19 low Brenden Do 07/02/24 n/a Amador Plaza Road Second St Cumulative Year - AM 21 701 186.4 186.4 186.4 3.5 52 3 17.85 380 0.15 73.47 0.43 low Brenden Do 07/02/24 n/a Amador Plaza Road Second St Cumulative Year - PM 21 984 106.8 106.8 106.8 3.5 52 3 17.85 412 0.16 89.38 0.52 low Opening Year (First St) Opening Year (Second St) Cumulative Year (First St) Cumulative Year (Second St) Opening Year (First St) Opening Year (Second St) Cumulative Year (First St) Cumulative Year (Second St) Speed Limit = 30 mph Crosswalk Length = 52 ft Scenario Peak Hour Major St Vol (vph) Ped Xing (pph) PHB Warrant Met? Pedestrians Crossing = 21 peds AM Peak Hour 682 21 N PM Peak Hour 937 21 N AM Peak Hour 963 21 N PM Peak Hour 888 21 N First St (Opening Year + Phase 1) Second St (Opening Year + Phase 1) Speed Limit = 35 mph Crosswalk Length = 52 ft Scenario Peak Hour Major St Vol (vph) Ped Xing (pph) PHB Warrant Met? Pedestrians Crossing = 21 peds AM Peak Hour 909 21 N PM Peak Hour 1243 21 Y AM Peak Hour 701 21 N PM Peak Hour 984 21 N First St (Cumulative + Project) Second St (Cumulative + Project) Local Transportation Analysis │Dublin Commons August 2024 │ Final K – Synchro Improvement Outputs Queues Opening Year+Phase 1 Conditions (Mit) 4: Regional St & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)125 977 80 752 212 22 85 58 24 101 v/c Ratio 0.65 0.33 0.55 0.21 1.08 0.08 0.25 0.51 0.14 0.40 Control Delay (s/veh)83.2 15.8 60.2 7.9 146.0 50.7 3.6 78.2 56.1 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)83.2 15.8 60.2 7.9 146.0 50.7 3.6 78.2 56.1 8.6 Queue Length 50th (ft)115 91 72 23 ~215 19 0 52 21 0 Queue Length 95th (ft)183 271 129 95 #382 39 15 99 43 31 Internal Link Dist (ft)623 644 371 1175 Turn Bay Length (ft)215 205 105 105 110 110 Base Capacity (vph)195 2946 145 3536 195 536 538 183 522 527 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.33 0.55 0.21 1.09 0.04 0.16 0.32 0.05 0.19 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions (Mit) 6: Golden Gate Dr & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 2 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)152 842 84 685 118 17 134 21 43 v/c Ratio 0.71 0.28 0.60 0.24 0.52 0.05 0.37 0.16 0.16 Control Delay (s/veh)75.4 20.8 92.9 7.0 71.3 44.8 9.9 64.4 23.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)75.4 20.8 92.9 7.0 71.3 44.8 9.9 64.4 23.5 Queue Length 50th (ft)138 158 72 62 54 13 0 18 11 Queue Length 95th (ft)213 143 139 81 87 34 56 47 45 Internal Link Dist (ft)514 542 532 104 Turn Bay Length (ft)235 215 135 135 170 Base Capacity (vph)227 2941 196 2812 331 496 510 170 455 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.29 0.43 0.24 0.36 0.03 0.26 0.12 0.09 Intersection Summary Queues Opening Year+Phase 1 Conditions (Mit) 7: Amador Plaza Rd & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 3 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)143 704 301 692 238 84 110 298 127 156 42 v/c Ratio 0.73 0.31 0.82 0.24 0.25 0.63 0.43 0.63 0.49 0.62 0.13 Control Delay (s/veh)72.8 19.5 96.0 6.3 0.6 82.8 58.7 11.4 68.4 66.8 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)72.8 19.5 96.0 6.3 0.6 82.8 58.7 11.4 68.4 66.8 0.8 Queue Length 50th (ft)132 45 288 30 0 75 94 0 58 138 0 Queue Length 95th (ft)#217 223 243 49 1 131 138 78 91 190 0 Internal Link Dist (ft)542 1069 572 230 Turn Bay Length (ft)200 305 190 100 130 120 Base Capacity (vph)195 2251 404 2774 927 170 497 635 331 496 504 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.31 0.75 0.25 0.26 0.49 0.22 0.47 0.38 0.31 0.08 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions (Mit) 8: Village Parkway & Dublin Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph)191 896 144 979 780 25 9 563 97 190 v/c Ratio 0.59 0.49 0.46 0.60 0.60 0.29 0.03 1.08 0.30 0.45 Control Delay (s/veh)57.5 29.7 58.3 43.2 4.0 72.9 48.0 118.2 52.2 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)57.5 29.7 58.3 43.2 4.0 72.9 48.0 118.2 52.2 8.8 Queue Length 50th (ft)89 329 120 278 0 22 3 261 86 0 Queue Length 95th (ft)132 496 189 323 83 54 10 #419 108 53 Internal Link Dist (ft)1069 4207 583 1714 Turn Bay Length (ft)255 200 415 100 220 55 Base Capacity (vph)331 1804 307 1614 1286 189 974 520 596 630 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.50 0.47 0.61 0.61 0.13 0.01 1.08 0.16 0.30 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions (Mit) 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 5 Lane Group EBL EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)48 131 172 325 12 144 210 208 v/c Ratio 0.10 0.20 0.30 0.41 0.03 0.40 0.55 0.53 Control Delay (s/veh)17.7 16.0 18.9 4.4 25.0 27.5 30.7 29.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)17.7 16.0 18.9 4.4 25.0 27.5 30.7 29.0 Queue Length 50th (ft)11 27 41 0 4 45 72 67 Queue Length 95th (ft)48 96 136 59 19 115 184 176 Internal Link Dist (ft)677 257 288 572 Turn Bay Length (ft)130 285 65 145 Base Capacity (vph)630 933 1578 1583 774 786 732 736 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.14 0.11 0.21 0.02 0.18 0.29 0.28 Intersection Summary Queues Opening Year+Phase 1 Conditions (Mit) 11: San Ramon Rd & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)29 39 46 250 256 261 94 393 531 406 619 25 v/c Ratio 0.12 0.15 0.16 0.59 0.60 0.50 0.36 0.43 0.66 0.60 0.33 0.04 Control Delay (s/veh)41.8 41.9 4.2 36.3 36.5 12.8 43.3 30.3 7.6 37.9 23.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)41.8 41.9 4.2 36.3 36.5 12.8 43.3 30.3 7.6 37.9 23.8 0.1 Queue Length 50th (ft)14 19 0 127 131 30 47 92 0 103 92 0 Queue Length 95th (ft)44 54 7 214 217 87 101 150 50 162 138 0 Internal Link Dist (ft)543 429 1238 739 Turn Bay Length (ft)65 60 130 200 280 300 Base Capacity (vph)604 635 594 803 810 826 604 2367 1229 1171 3402 1025 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.06 0.08 0.31 0.32 0.32 0.16 0.17 0.43 0.35 0.18 0.02 Intersection Summary Queues Opening Year+Phase 1 Conditions (Mit) 12: Regional St & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 7 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)51 889 148 656 82 12 64 11 20 v/c Ratio 0.20 0.54 0.42 0.29 0.28 0.03 0.16 0.03 0.05 Control Delay (s/veh)29.8 15.9 28.0 10.2 22.9 19.6 6.6 19.7 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)29.8 15.9 28.0 10.2 22.9 19.6 6.6 19.7 12.7 Queue Length 50th (ft)14 103 41 61 23 3 0 3 2 Queue Length 95th (ft)57 272 125 169 62 15 22 15 16 Internal Link Dist (ft)429 761 1175 245 Turn Bay Length (ft)105 105 100 100 35 Base Capacity (vph)1047 2064 1047 2351 819 1102 953 825 992 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.43 0.14 0.28 0.10 0.01 0.07 0.01 0.02 Intersection Summary Queues Opening Year+Phase 1 Conditions (Mit) 13: Amador Valley Blvd & Starward Dr Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 8 Lane Group EBL EBT WBT NBT SBT SBR Lane Group Flow (vph)88 795 815 6 58 74 v/c Ratio 0.38 0.50 0.58 0.01 0.28 0.21 Control Delay (s/veh)47.0 25.1 14.8 0.0 38.5 4.3 Queue Delay 0.0 0.0 0.1 0.0 0.0 0.0 Total Delay (s/veh)47.0 25.1 15.0 0.0 38.5 4.3 Queue Length 50th (ft)44 167 45 0 30 0 Queue Length 95th (ft)115 366 #131 0 64 14 Internal Link Dist (ft)761 197 106 622 Turn Bay Length (ft)80 45 Base Capacity (vph)612 1683 1506 612 502 655 Starvation Cap Reductn 0 0 103 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.47 0.58 0.01 0.12 0.11 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions (Mit) 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBT Lane Group Flow (vph)71 776 44 846 29 36 245 v/c Ratio 0.31 0.50 0.24 0.61 0.09 0.07 0.70 Control Delay (s/veh)72.2 8.3 47.7 29.2 26.6 16.7 45.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)72.2 8.4 47.7 29.3 26.6 16.7 45.4 Queue Length 50th (ft)41 32 22 187 9 6 113 Queue Length 95th (ft)107 86 70 #440 42 36 #295 Internal Link Dist (ft)197 509 445 238 Turn Bay Length (ft)80 180 75 Base Capacity (vph)612 1667 612 1485 490 709 489 Starvation Cap Reductn 0 62 0 0 0 0 0 Spillback Cap Reductn 0 0 0 39 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.48 0.07 0.59 0.06 0.05 0.50 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions (Mit) 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 10 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph)4 900 283 784 94 254 17 v/c Ratio 0.02 0.71 0.61 0.31 0.37 0.50 0.05 Control Delay (s/veh)34.6 24.2 21.4 7.1 28.4 6.9 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)34.6 24.2 21.4 7.1 28.4 6.9 15.5 Queue Length 50th (ft)2 150 62 41 36 0 2 Queue Length 95th (ft)11 290 #124 183 66 36 15 Internal Link Dist (ft)509 1118 372 166 Turn Bay Length (ft)100 150 90 Base Capacity (vph)293 1397 503 2499 648 904 767 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.64 0.56 0.31 0.15 0.28 0.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions (Mit) 16: Village Parkway & Amador Valley Blvd Timing Plan: AM PEAK 03 - Opening Year+Phase 1 AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)317 653 138 141 458 136 86 818 109 140 704 597 v/c Ratio 0.84 0.84 0.33 0.45 0.74 0.42 0.21 0.96 0.24 0.31 0.79 1.05 Control Delay (s/veh)82.8 73.1 27.9 67.5 73.9 32.7 54.2 85.9 20.4 55.9 67.7 87.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)82.8 73.1 27.9 67.5 73.9 32.7 54.2 85.9 20.4 55.9 67.7 87.6 Queue Length 50th (ft)365 376 57 143 257 60 84 498 29 129 390 ~510 Queue Length 95th (ft)442 407 101 186 272 102 130 #538 66 179 416 #577 Internal Link Dist (ft)1118 764 1714 758 Turn Bay Length (ft)180 100 115 80 125 80 90 120 Base Capacity (vph)401 830 439 441 883 423 401 845 438 441 883 567 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.79 0.31 0.32 0.52 0.32 0.21 0.97 0.25 0.32 0.80 1.05 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions (Mit) 4: Regional St & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)178 1483 119 982 336 60 118 197 37 207 v/c Ratio 0.77 0.63 0.61 0.37 0.96 0.22 0.32 0.78 0.21 0.62 Control Delay (s/veh)49.5 29.0 53.8 34.1 96.6 53.8 4.4 78.7 57.6 15.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)49.5 29.0 53.8 34.1 96.6 53.8 4.4 78.7 57.6 15.1 Queue Length 50th (ft)80 330 78 131 307 51 0 176 33 0 Queue Length 95th (ft)#179 464 145 253 #503 85 20 251 58 65 Internal Link Dist (ft)623 644 371 1175 Turn Bay Length (ft)215 205 105 105 110 110 Base Capacity (vph)240 2337 195 2612 347 430 481 347 429 516 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.63 0.61 0.38 0.97 0.14 0.25 0.57 0.09 0.40 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions (Mit) 6: Golden Gate Dr & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 2 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)222 1431 146 998 159 36 181 79 111 v/c Ratio 0.80 0.58 0.68 0.46 0.60 0.11 0.44 0.55 0.31 Control Delay (s/veh)77.0 14.5 66.5 26.2 72.2 46.0 9.7 76.5 18.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)77.0 14.5 66.5 26.2 72.2 46.0 9.7 76.5 18.4 Queue Length 50th (ft)158 369 53 337 73 27 0 71 23 Queue Length 95th (ft)243 117 135 394 110 59 64 125 78 Internal Link Dist (ft)514 542 532 104 Turn Bay Length (ft)235 215 135 135 170 Base Capacity (vph)347 2442 220 2139 331 496 534 170 482 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.59 0.66 0.47 0.48 0.07 0.34 0.46 0.23 Intersection Summary Queues Opening Year+Phase 1 Conditions (Mit) 7: Amador Plaza Rd & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 3 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)214 1261 297 873 214 114 167 295 254 138 79 v/c Ratio 0.57 0.71 0.76 0.43 0.30 0.69 0.58 0.60 0.68 0.44 0.20 Control Delay (s/veh)40.6 42.7 41.8 20.1 10.8 83.3 62.0 10.7 69.7 55.1 1.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)40.6 42.7 41.8 20.1 10.8 83.3 62.0 10.7 69.7 55.1 1.1 Queue Length 50th (ft)145 220 235 269 109 102 147 2 116 117 0 Queue Length 95th (ft)199 #579 m337 336 m175 167 205 81 161 169 0 Internal Link Dist (ft)542 1069 572 230 Turn Bay Length (ft)200 305 190 100 130 120 Base Capacity (vph)372 1775 568 2010 702 208 417 573 429 429 475 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.71 0.52 0.43 0.30 0.55 0.40 0.51 0.59 0.32 0.17 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Opening Year+Phase 1 Conditions (Mit) 8: Village Parkway & Dublin Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph)267 1488 175 1053 398 84 34 481 108 212 v/c Ratio 0.66 0.80 0.68 0.77 0.37 0.65 0.11 0.90 0.41 0.53 Control Delay (s/veh)74.5 23.3 72.2 53.0 3.6 86.6 42.9 79.2 57.5 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)74.5 23.3 72.2 53.0 3.6 86.6 42.9 79.2 57.5 10.3 Queue Length 50th (ft)107 458 154 328 0 75 11 228 95 0 Queue Length 95th (ft)110 #1032 #240 384 72 133 24 #341 124 60 Internal Link Dist (ft)1069 4207 583 1714 Turn Bay Length (ft)255 200 415 100 220 55 Base Capacity (vph)455 1843 254 1351 1074 150 979 533 646 680 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.81 0.69 0.78 0.37 0.56 0.03 0.90 0.17 0.31 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions (Mit) 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 5 Lane Group EBL EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)100 117 87 355 9 126 204 204 v/c Ratio 0.30 0.25 0.16 0.49 0.02 0.29 0.47 0.46 Control Delay (s/veh)27.2 24.6 16.5 4.7 25.3 24.3 27.3 26.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)27.2 24.6 16.5 4.7 25.3 24.3 27.3 26.6 Queue Length 50th (ft)20 22 17 0 2 25 44 43 Queue Length 95th (ft)121 129 70 53 19 129 229 224 Internal Link Dist (ft)677 257 288 572 Turn Bay Length (ft)130 285 65 145 Base Capacity (vph)898 1271 1753 1538 1082 1096 1025 1022 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.09 0.05 0.23 0.01 0.11 0.20 0.20 Intersection Summary Queues Opening Year+Phase 1 Conditions (Mit) 11: San Ramon Rd & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)44 42 62 151 153 334 166 641 534 284 366 42 v/c Ratio 0.18 0.17 0.22 0.42 0.42 0.57 0.54 0.54 0.61 0.51 0.22 0.08 Control Delay (s/veh)44.2 43.9 8.6 35.6 35.6 7.9 44.3 27.3 5.8 40.4 24.3 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)44.2 43.9 8.6 35.6 35.6 7.9 44.3 27.3 5.8 40.4 24.3 2.0 Queue Length 50th (ft)21 20 0 76 77 0 80 139 0 70 50 0 Queue Length 95th (ft)67 65 28 157 158 72 180 255 79 143 99 8 Internal Link Dist (ft)543 429 1238 739 Turn Bay Length (ft)65 60 130 200 280 300 Base Capacity (vph)585 615 578 778 787 880 585 2341 1212 1135 3364 985 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.07 0.11 0.19 0.19 0.38 0.28 0.27 0.44 0.25 0.11 0.04 Intersection Summary Queues Opening Year+Phase 1 Conditions (Mit) 12: Regional St & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 7 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)75 794 247 436 171 28 139 32 29 v/c Ratio 0.34 0.67 0.54 0.22 0.54 0.06 0.28 0.10 0.07 Control Delay (s/veh)35.7 24.7 18.1 11.6 31.4 21.5 3.9 22.2 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)35.7 24.7 18.1 11.6 31.4 21.5 3.9 22.2 14.6 Queue Length 50th (ft)30 146 51 48 68 10 0 12 5 Queue Length 95th (ft)79 278 103 123 123 28 26 31 23 Internal Link Dist (ft)429 761 1175 245 Turn Bay Length (ft)105 105 100 100 35 Base Capacity (vph)487 1287 476 1968 944 1284 1133 947 1188 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.62 0.52 0.22 0.18 0.02 0.12 0.03 0.02 Intersection Summary Queues Opening Year+Phase 1 Conditions (Mit) 13: Amador Valley Blvd & Starward Dr Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 8 Lane Group EBL EBT WBT NBT SBT SBR Lane Group Flow (vph)66 972 751 5 51 39 v/c Ratio 0.31 0.52 0.40 0.02 0.36 0.12 Control Delay (s/veh)43.1 23.8 12.2 0.2 41.2 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)43.1 23.8 12.2 0.2 41.2 0.7 Queue Length 50th (ft)27 168 47 0 22 0 Queue Length 95th (ft)99 #614 123 0 69 0 Internal Link Dist (ft)761 197 106 622 Turn Bay Length (ft)80 45 Base Capacity (vph)638 1855 1846 580 377 652 Starvation Cap Reductn 0 0 147 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.52 0.44 0.01 0.14 0.06 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions (Mit) 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBT Lane Group Flow (vph)48 911 71 652 69 57 108 v/c Ratio 0.23 0.49 0.33 0.35 0.20 0.12 0.44 Control Delay (s/veh)63.8 10.7 43.1 21.5 27.3 12.4 34.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)63.8 10.7 43.1 21.5 27.3 12.4 34.2 Queue Length 50th (ft)23 31 30 99 22 4 38 Queue Length 95th (ft)m72 #202 105 330 86 43 114 Internal Link Dist (ft)197 509 445 238 Turn Bay Length (ft)80 180 75 Base Capacity (vph)638 1836 638 1839 475 640 529 Starvation Cap Reductn 0 73 0 0 0 0 0 Spillback Cap Reductn 0 0 0 29 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.52 0.11 0.36 0.15 0.09 0.20 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Opening Year+Phase 1 Conditions (Mit) 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 10 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph)4 956 225 529 177 318 7 v/c Ratio 0.02 0.76 0.52 0.21 0.59 0.52 0.01 Control Delay (s/veh)37.5 28.0 18.1 7.2 34.4 6.3 18.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)37.5 28.0 18.1 7.2 34.4 6.3 18.1 Queue Length 50th (ft)2 183 48 36 71 0 1 Queue Length 95th (ft)13 #423 93 131 139 56 11 Internal Link Dist (ft)509 1118 372 166 Turn Bay Length (ft)100 150 90 Base Capacity (vph)541 1257 732 2411 585 879 718 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.76 0.31 0.22 0.30 0.36 0.01 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Opening Year+Phase 1 Conditions (Mit) 16: Village Parkway & Amador Valley Blvd Timing Plan: PM PEAK 04 - Opening Year+Phase 1 PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Opening Year+Phase 1 Conditions (Mit)Synchro 12 Report Kimley-Horn & Associates, Inc Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)294 614 229 118 318 57 175 366 131 54 274 255 v/c Ratio 0.60 0.60 0.43 0.39 0.53 0.18 0.55 0.55 0.35 0.20 0.51 0.56 Control Delay (s/veh)39.7 35.8 22.6 47.5 46.0 7.7 48.5 43.6 22.1 46.4 47.3 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)39.7 35.8 22.6 47.5 46.0 7.7 48.5 43.6 22.1 46.4 47.3 11.2 Queue Length 50th (ft)180 187 72 71 102 0 115 120 31 32 88 0 Queue Length 95th (ft)357 324 179 157 186 27 235 211 100 82 162 78 Internal Link Dist (ft)1118 764 1714 758 Turn Bay Length (ft)180 100 115 80 125 80 90 120 Base Capacity (vph)673 1408 694 740 1480 670 673 1411 693 740 1480 790 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.44 0.33 0.16 0.21 0.09 0.26 0.26 0.19 0.07 0.19 0.32 Intersection Summary Queues Cumulative+Project Conditions (Mit) 4: Regional St & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)125 1060 85 792 212 29 85 58 24 101 v/c Ratio 0.65 0.35 0.58 0.22 1.08 0.10 0.25 0.51 0.14 0.40 Control Delay (s/veh)82.8 17.0 63.8 7.7 146.0 51.3 3.6 78.2 56.1 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)82.8 17.0 63.8 7.7 146.0 51.3 3.6 78.2 56.1 8.6 Queue Length 50th (ft)115 120 76 27 ~215 25 0 52 21 0 Queue Length 95th (ft)184 302 #135 139 #382 48 15 99 43 31 Internal Link Dist (ft)623 644 371 1175 Turn Bay Length (ft)215 205 105 105 110 110 Base Capacity (vph)195 2950 145 3537 195 536 538 183 522 527 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.36 0.59 0.22 1.09 0.05 0.16 0.32 0.05 0.19 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions (Mit) 6: Golden Gate Dr & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 2 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)224 943 430 743 122 22 171 88 59 v/c Ratio 0.64 0.58 0.83 0.32 0.40 0.08 0.48 0.60 0.22 Control Delay (s/veh)67.3 47.8 47.4 10.9 65.7 48.6 11.3 78.9 22.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)67.3 47.8 47.4 10.9 65.7 48.6 11.3 78.9 22.5 Queue Length 50th (ft)203 206 248 111 56 17 0 79 16 Queue Length 95th (ft)#304 #395 389 120 89 42 63 136 56 Internal Link Dist (ft)514 542 532 104 Turn Bay Length (ft)235 215 135 135 170 Base Capacity (vph)346 1615 544 2295 366 496 537 170 464 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.58 0.79 0.32 0.33 0.04 0.32 0.52 0.13 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions (Mit) 7: Amador Plaza Rd & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 3 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)162 794 420 972 364 88 113 361 157 156 60 v/c Ratio 0.43 0.45 0.87 0.43 0.43 0.61 0.45 0.69 0.54 0.62 0.17 Control Delay (s/veh)38.4 20.6 63.0 20.7 5.1 79.7 59.8 12.1 68.5 66.8 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)38.4 20.6 63.0 20.7 5.1 79.7 59.8 12.1 68.5 66.8 1.0 Queue Length 50th (ft)147 76 376 109 38 79 98 0 72 138 0 Queue Length 95th (ft)222 #328 m232 m123 m38 133 141 85 108 190 0 Internal Link Dist (ft)542 1069 572 230 Turn Bay Length (ft)200 305 190 100 130 120 Base Capacity (vph)372 1744 570 2238 843 208 422 632 429 429 480 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.46 0.74 0.43 0.43 0.42 0.27 0.57 0.37 0.36 0.13 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions (Mit) 8: Village Parkway & Dublin Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph)191 988 387 1383 966 25 9 780 97 317 v/c Ratio 0.58 0.75 0.87 1.05 0.73 0.29 0.03 1.20 0.25 0.55 Control Delay (s/veh)54.8 50.8 52.0 90.1 6.3 72.9 48.0 154.8 47.2 7.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)54.8 50.8 52.0 90.1 6.3 72.9 48.0 154.8 47.2 7.5 Queue Length 50th (ft)79 465 219 ~502 16 22 3 ~443 85 0 Queue Length 95th (ft)#169 #857 #322 #588 169 54 10 #563 100 60 Internal Link Dist (ft)1069 4207 583 1714 Turn Bay Length (ft)255 200 415 100 220 55 Base Capacity (vph)325 1313 488 1313 1317 137 872 646 678 773 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.75 0.79 1.05 0.73 0.18 0.01 1.21 0.14 0.41 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions (Mit) 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: AM PEAK 01 - Cumulative+Project AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 5 Lane Group EBL EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)48 234 172 353 12 168 250 246 v/c Ratio 0.10 0.33 0.30 0.43 0.03 0.48 0.59 0.57 Control Delay (s/veh)18.5 19.3 20.0 4.4 26.1 31.1 32.5 31.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)18.5 19.3 20.0 4.4 26.1 31.1 32.5 31.0 Queue Length 50th (ft)13 65 48 0 5 66 105 100 Queue Length 95th (ft)48 173 137 61 19 132 220 211 Internal Link Dist (ft)677 257 288 572 Turn Bay Length (ft)130 285 65 145 Base Capacity (vph)555 837 1509 1584 683 695 644 649 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.28 0.11 0.22 0.02 0.24 0.39 0.38 Intersection Summary Queues Cumulative+Project Conditions (Mit) 11: San Ramon Rd & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)31 42 54 266 272 261 133 613 549 406 648 37 v/c Ratio 0.14 0.18 0.20 0.65 0.66 0.51 0.50 0.55 0.63 0.64 0.36 0.06 Control Delay (s/veh)49.4 49.6 6.5 43.1 43.3 15.7 50.9 31.8 6.3 44.2 25.6 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)49.4 49.6 6.5 43.1 43.3 15.7 50.9 31.8 6.3 44.2 25.6 0.6 Queue Length 50th (ft)18 24 0 155 158 40 77 166 0 120 108 0 Queue Length 95th (ft)52 65 14 264 269 107 153 252 46 193 163 0 Internal Link Dist (ft)543 429 1238 739 Turn Bay Length (ft)65 60 130 200 280 300 Base Capacity (vph)532 560 533 707 715 744 532 2128 1166 1032 3057 929 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.08 0.10 0.38 0.38 0.35 0.25 0.29 0.47 0.39 0.21 0.04 Intersection Summary Queues Cumulative+Project Conditions (Mit) 12: Regional St & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 7 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)51 915 148 680 82 12 64 11 20 v/c Ratio 0.21 0.54 0.43 0.29 0.28 0.03 0.17 0.03 0.05 Control Delay (s/veh)30.1 15.9 28.5 10.1 23.3 19.8 6.6 20.0 12.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)30.1 15.9 28.5 10.1 23.3 19.8 6.6 20.0 12.8 Queue Length 50th (ft)15 106 42 64 23 3 0 3 2 Queue Length 95th (ft)57 282 125 175 62 15 22 15 16 Internal Link Dist (ft)429 761 1175 245 Turn Bay Length (ft)105 105 100 100 35 Base Capacity (vph)1029 2029 1029 2346 805 1083 938 811 975 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.45 0.14 0.29 0.10 0.01 0.07 0.01 0.02 Intersection Summary Queues Cumulative+Project Conditions (Mit) 13: Amador Valley Blvd & Starward Dr Timing Plan: AM PEAK 01 - Cumulative+Project AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 8 Lane Group EBL EBT WBT NBT SBT SBR Lane Group Flow (vph)98 827 866 6 67 75 v/c Ratio 0.47 0.58 0.70 0.01 0.34 0.23 Control Delay (s/veh)50.8 29.1 16.4 0.0 41.7 4.7 Queue Delay 0.0 0.0 0.6 0.0 0.0 0.0 Total Delay (s/veh)50.8 29.1 17.1 0.0 41.7 4.7 Queue Length 50th (ft)53 200 50 0 37 0 Queue Length 95th (ft)126 386 m#426 0 73 15 Internal Link Dist (ft)761 197 106 622 Turn Bay Length (ft)80 45 Base Capacity (vph)499 1417 1225 561 416 560 Starvation Cap Reductn 0 0 115 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.58 0.78 0.01 0.16 0.13 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions (Mit) 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBT Lane Group Flow (vph)71 817 51 937 29 40 374 v/c Ratio 0.34 0.58 0.31 0.77 0.08 0.08 0.95 Control Delay (s/veh)74.5 9.9 50.7 35.5 26.9 16.0 73.6 Queue Delay 0.0 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay (s/veh)74.5 9.9 50.7 35.9 26.9 16.0 73.6 Queue Length 50th (ft)45 36 28 243 10 6 206 Queue Length 95th (ft)m105 98 77 #527 42 38 #552 Internal Link Dist (ft)197 509 445 238 Turn Bay Length (ft)80 180 75 Base Capacity (vph)499 1400 499 1209 477 624 390 Starvation Cap Reductn 0 55 0 0 0 0 0 Spillback Cap Reductn 0 0 0 47 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.61 0.10 0.81 0.06 0.06 0.96 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions (Mit) 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 10 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph)4 984 325 813 119 278 19 v/c Ratio 0.02 0.68 0.72 0.32 0.44 0.51 0.06 Control Delay (s/veh)39.6 21.6 38.5 7.1 32.8 7.2 18.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)39.6 21.6 38.5 7.1 32.8 7.2 18.3 Queue Length 50th (ft)2 170 120 50 46 0 3 Queue Length 95th (ft)12 314 #295 187 94 41 18 Internal Link Dist (ft)509 1118 372 166 Turn Bay Length (ft)100 150 90 Base Capacity (vph)583 1966 583 2525 466 738 548 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.50 0.56 0.32 0.26 0.38 0.03 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions (Mit) 16: Village Parkway & Amador Valley Blvd Timing Plan: AM PEAK 01 - Cumulative+Project AM (Mit) Dublin Downtown Hines 8:25 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)327 675 229 169 458 138 183 937 109 142 931 597 v/c Ratio 0.86 0.85 0.54 0.54 0.74 0.43 0.45 1.11 0.25 0.32 1.06 1.14 Control Delay (s/veh)84.0 74.0 42.3 70.7 73.8 33.1 60.4 125.2 20.5 56.6 107.8 125.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)84.0 74.0 42.3 70.7 73.8 33.1 60.4 125.2 20.5 56.6 107.8 125.1 Queue Length 50th (ft)380 392 145 174 257 62 192 ~654 29 131 ~597 ~614 Queue Length 95th (ft)462 423 202 218 272 104 257 #682 66 182 #624 #693 Internal Link Dist (ft)1118 764 1714 758 Turn Bay Length (ft)180 100 115 80 125 80 90 120 Base Capacity (vph)398 823 440 438 875 420 398 837 435 438 875 520 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.82 0.52 0.39 0.52 0.33 0.46 1.12 0.25 0.32 1.06 1.15 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions (Mit) 4: Regional St & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)178 1758 119 1011 336 101 118 197 39 207 v/c Ratio 0.73 0.71 0.61 0.36 1.18 0.41 0.34 0.86 0.21 0.61 Control Delay (s/veh)44.0 27.3 63.5 39.0 161.9 59.5 4.7 92.9 56.5 14.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)44.0 27.3 63.5 39.0 161.9 59.5 4.7 92.9 56.5 14.3 Queue Length 50th (ft)75 411 74 165 ~366 89 0 176 34 0 Queue Length 95th (ft)m140 #663 147 301 #563 126 20 #302 61 65 Internal Link Dist (ft)623 644 371 1175 Turn Bay Length (ft)215 205 105 105 110 110 Base Capacity (vph)253 2475 195 2755 284 536 560 246 496 564 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.71 0.61 0.37 1.18 0.19 0.21 0.80 0.08 0.37 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions (Mit) 6: Golden Gate Dr & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 2 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)285 1458 195 987 288 40 220 112 114 v/c Ratio 0.83 0.68 0.73 0.55 0.72 0.11 0.47 0.65 0.33 Control Delay (s/veh)71.3 19.2 66.2 29.5 70.6 44.0 8.9 78.0 18.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)71.3 19.2 66.2 29.5 70.6 44.0 8.9 78.0 18.2 Queue Length 50th (ft)182 406 67 335 132 29 0 100 23 Queue Length 95th (ft)m288 270 175 396 176 63 70 161 79 Internal Link Dist (ft)514 542 532 104 Turn Bay Length (ft)235 215 135 135 170 Base Capacity (vph)531 2127 267 1769 649 496 562 233 397 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.69 0.73 0.56 0.44 0.08 0.39 0.48 0.29 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions (Mit) 7: Amador Plaza Rd & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 3 Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)219 1353 463 873 333 126 167 506 306 161 79 v/c Ratio 0.58 0.99 0.90 0.44 0.43 0.73 0.56 0.75 0.76 0.48 0.19 Control Delay (s/veh)39.7 69.1 47.0 21.7 11.2 85.5 60.6 12.0 73.2 55.8 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)39.7 69.1 47.0 21.7 11.2 85.5 60.6 12.0 73.2 55.8 1.0 Queue Length 50th (ft)129 ~280 394 271 190 113 146 3 140 136 0 Queue Length 95th (ft)201 #730 m489 327 m239 182 205 113 192 195 0 Internal Link Dist (ft)542 1069 572 230 Turn Bay Length (ft)200 305 190 100 130 120 Base Capacity (vph)372 1361 570 1941 759 208 417 735 429 429 475 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.99 0.81 0.45 0.44 0.61 0.40 0.69 0.71 0.38 0.17 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions (Mit) 8: Village Parkway & Dublin Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 4 Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph)435 1748 218 1131 621 85 34 585 108 381 v/c Ratio 0.73 0.95 0.85 0.86 0.55 0.66 0.10 1.08 0.40 0.69 Control Delay (s/veh)74.4 32.8 88.3 57.9 4.4 87.1 42.3 118.6 56.4 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)74.4 32.8 88.3 57.9 4.4 87.1 42.3 118.6 56.4 11.0 Queue Length 50th (ft)202 863 197 363 0 76 11 ~329 95 0 Queue Length 95th (ft)m152 m#1218 #339 421 95 135 24 #448 124 77 Internal Link Dist (ft)1069 4207 583 1714 Turn Bay Length (ft)255 200 415 100 220 55 Base Capacity (vph)592 1835 254 1313 1116 150 979 538 646 793 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.95 0.86 0.86 0.56 0.57 0.03 1.09 0.17 0.48 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions (Mit) 10: Amador Plaza Rd & St Patrick Way/I-680 SB Ramps Timing Plan: PM PEAK 04 - Cumulative+Project PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 5 Lane Group EBL EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph)187 184 100 373 9 214 267 267 v/c Ratio 0.60 0.40 0.19 0.51 0.02 0.55 0.55 0.54 Control Delay (s/veh)36.6 29.0 19.4 4.9 30.0 32.6 31.6 31.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)36.6 29.0 19.4 4.9 30.0 32.6 31.6 31.1 Queue Length 50th (ft)59 55 29 0 3 64 82 80 Queue Length 95th (ft)215 194 77 52 21 225 #343 #336 Internal Link Dist (ft)677 257 288 572 Turn Bay Length (ft)130 285 65 145 Base Capacity (vph)649 937 1736 1529 753 756 712 717 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.20 0.06 0.24 0.01 0.28 0.38 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions (Mit) 11: San Ramon Rd & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)51 65 100 204 206 334 193 1239 742 284 727 48 v/c Ratio 0.30 0.36 0.41 0.60 0.60 0.60 0.73 0.80 0.81 0.66 0.34 0.07 Control Delay (s/veh)56.1 57.4 15.7 48.9 48.8 10.5 63.4 35.7 21.7 56.2 26.4 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)56.1 57.4 15.7 48.9 48.8 10.5 63.4 35.7 21.7 56.2 26.4 2.6 Queue Length 50th (ft)37 48 0 141 143 12 144 451 244 109 147 0 Queue Length 95th (ft)81 97 54 236 238 99 223 #631 #538 158 206 12 Internal Link Dist (ft)543 429 1238 739 Turn Bay Length (ft)65 60 130 200 280 300 Base Capacity (vph)409 431 444 596 602 739 409 1531 910 795 2200 671 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.15 0.23 0.34 0.34 0.45 0.47 0.81 0.82 0.36 0.33 0.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions (Mit) 12: Regional St & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 7 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)75 1000 252 535 171 28 139 32 29 v/c Ratio 0.35 0.80 0.56 0.26 0.56 0.06 0.29 0.10 0.07 Control Delay (s/veh)36.2 29.2 19.2 11.7 32.3 21.7 3.9 22.4 14.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)36.2 29.2 19.2 11.7 32.3 21.7 3.9 22.4 14.7 Queue Length 50th (ft)31 201 54 61 69 10 0 12 5 Queue Length 95th (ft)79 #424 #106 151 123 28 26 31 23 Internal Link Dist (ft)429 761 1175 245 Turn Bay Length (ft)105 105 100 100 35 Base Capacity (vph)470 1249 460 2004 912 1240 1100 915 1147 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.80 0.55 0.27 0.19 0.02 0.13 0.03 0.03 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions (Mit) 13: Amador Valley Blvd & Starward Dr Timing Plan: PM PEAK 04 - Cumulative+Project PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 8 Lane Group EBL EBT WBT NBT SBT SBR Lane Group Flow (vph)72 1152 890 5 70 45 v/c Ratio 0.34 0.74 0.57 0.01 0.41 0.13 Control Delay (s/veh)45.4 30.0 15.7 0.2 43.4 0.8 Queue Delay 0.0 0.0 0.1 0.0 0.0 0.0 Total Delay (s/veh)45.4 30.0 15.8 0.2 43.4 0.8 Queue Length 50th (ft)33 252 58 0 33 0 Queue Length 95th (ft)107 #790 #502 0 90 0 Internal Link Dist (ft)761 197 106 622 Turn Bay Length (ft)80 45 Base Capacity (vph)622 1541 1546 580 414 639 Starvation Cap Reductn 0 0 123 0 0 0 Spillback Cap Reductn 0 14 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.75 0.63 0.01 0.17 0.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions (Mit) 14: Golden Gate Dr/Donohue Dr & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 9 Lane Group EBL EBT WBL WBT NBL NBT SBT Lane Group Flow (vph)55 1090 83 876 78 63 163 v/c Ratio 0.26 0.71 0.37 0.57 0.21 0.12 0.58 Control Delay (s/veh)65.1 14.2 45.3 25.9 27.1 12.1 40.8 Queue Delay 0.0 0.2 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)65.1 14.4 45.3 26.0 27.1 12.1 40.8 Queue Length 50th (ft)29 40 38 168 26 5 69 Queue Length 95th (ft)m61 #687 119 #519 97 47 180 Internal Link Dist (ft)197 509 445 238 Turn Bay Length (ft)80 180 75 Base Capacity (vph)622 1526 622 1524 484 664 502 Starvation Cap Reductn 0 68 0 0 0 0 0 Spillback Cap Reductn 0 0 0 64 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.75 0.13 0.60 0.16 0.09 0.32 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Queues Cumulative+Project Conditions (Mit) 15: Amador Plaza Rd/Private Dwy & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 10 Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph)4 1199 225 670 280 318 10 v/c Ratio 0.02 0.83 0.65 0.30 0.72 0.48 0.02 Control Delay (s/veh)43.0 30.2 43.1 9.5 40.4 7.8 20.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)43.0 30.2 43.1 9.5 40.4 7.8 20.3 Queue Length 50th (ft)2 267 111 67 138 16 3 Queue Length 95th (ft)13 #504 207 167 244 84 15 Internal Link Dist (ft)509 1118 372 166 Turn Bay Length (ft)100 150 90 Base Capacity (vph)485 1629 485 2222 420 692 537 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.74 0.46 0.30 0.67 0.46 0.02 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Cumulative+Project Conditions (Mit) 16: Village Parkway & Amador Valley Blvd Timing Plan: PM PEAK 04 - Cumulative+Project PM (Mit) Dublin Downtown Hines 8:26 am 08/11/2023 Cumulative+Project Conditions (Mit) Synchro 12 Report Kimley-Horn & Associates, Inc Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)344 749 294 177 344 67 247 638 199 62 451 255 v/c Ratio 0.73 0.76 0.57 0.64 0.62 0.22 0.61 0.75 0.44 0.19 0.69 0.61 Control Delay (s/veh)59.3 54.4 37.2 69.5 62.6 11.5 56.6 56.9 32.3 53.5 61.1 27.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)59.3 54.4 37.2 69.5 62.6 11.5 56.6 56.9 32.3 53.5 61.1 27.9 Queue Length 50th (ft)317 348 161 157 160 0 221 298 94 49 208 80 Queue Length 95th (ft)#583 #545 315 261 234 40 376 436 197 102 298 190 Internal Link Dist (ft)1118 764 1714 758 Turn Bay Length (ft)180 100 115 80 125 80 90 120 Base Capacity (vph)485 1018 527 533 1065 503 485 1019 520 533 1065 572 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.74 0.56 0.33 0.32 0.13 0.51 0.63 0.38 0.12 0.42 0.45 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.