HomeMy WebLinkAbout7.1RptXridgeSlopeFailStdy
CITY CLERK
File # DGJl1J[Q]-[2][flJ
AGENDA STATEMENT
CITY COUNCIL MEETING DATE: June 25, 1996
SUBJECT:
Report on Crossridge Slope Failure Study
Report Prepared by: Lee S. Thompson, Public Works Director
EXIllBITS ATTACHED:
I)
2)
3)
Soils Study by Berlogar
Hydrology Study by Santina & Thompson
Page from proposed CIP for this repair.
RECOMMENDATION:
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Accept report
Direct Staff to complete the design documents and put the
project out to bid.
FINANCIAL STATEMENT:
The estimated cost is $405,650 for the repair of the large slide area
on the Crossridge slope, together with the reconstruction of one
catch basin and sections of the "Vee" ditches, plus the slope repair
of four smaller slides in the Jade Circle and Topaz Circle areas. The
cost to perform all of the repairs recommended in the geotechnical
report is estimated at $700,000. These estimates include the initial
soils and engineering investigations.
DESCRIPTION: Over the last two winters, soil slides have developed along both
sides of the Dougherty Hills Open Space Park above the residential neighborhoods. The City Council
subsequently directed Staff to have studies done this fiscal year to determine the cause, recommend a
method of repair for the slopes, and put the project out to bid.
Berlogar Geotechnical Consultants was hired to perform the geotechnical study and recently completed
their report. The report states that several deep soft pockets of soil were found along the face of the slopes
which had been cut into during the course of grading for the tracts on each side of the hill. These soils do
not have the strength to stand for long periods of time at the angle of slope that was recommended for and
constructed in the original subdivisions. The repeated shrinking and swelling of the soil that takes place
over time due to the alternating wet and dry seasons, reduces the strength within the soil to stand on a
slope.
The Study recommends removal of the lower part of the soft soil areas, installation of subdrains, and then
replacement of the :;oil with ¡¡ more competent soil material to buttress the soil upslope of the repairs. The
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COPIES TO: Residents/Property Owners
ITEM NO. L1-
g:\miscproj\xridge\agststdy
imported soil is to be properly compacted on benches cut into the hill and subdrains installed to carry off
water in the slope.
A hydrology study and topographic survey were performed by Santina & Thompson to determine if there
were problems with the concrete "Vee" ditches. It was found that the downdrains were not placed at the
spacing required by the Grading Ordinance in effect at the time of the tract grading; however, the ditches
could more than carry a "design storm" (10-year storm) if they had been constructed to a constant grade
from the high point of the ditch to the low points. Actual field investigation indicates the "Vee" ditch
presently has some flat spots and even some adverse grades. This is due to either the ditch not being
graded properly during the original construction, or settlement occurring at a later time causing
depressions in the ditch. While the "Vee" ditch is not contributing to instability of the slope, the ditch
being at a flat slope or at an adverse slope has the potential for water to breech the ditch and go over the
top of the slope into residential backyards.
Santina & Thompson looked at several possible solutions to the drainage problem and reported on three
alternates. These proposed alternates for the ditch problem are to:
I) build a new· ditch above the cut slope to intercept the majority of the water getting to the existing
"Vee" ditch.
2) reconstruct the "Vee" ditch with a 24-inch pipe under the bench terrace to shorten the distance to
the pick-up points.
3) utilize the existing "Vee" ditch, but install a short overflow wall on the downhill side of the ditch
to contain any ditch overflow. This alternate is the least expensive.
Staffhad originally intended to incorporate Alternate #3 into the proposed project, but has since revised
the recommendation to a hybrid of Alternate #2. This proposal would remove the concrete "Vee" ditch
with flat or adverse grades, re-grade the bench, and install a new "Vee" ditch at the proper grade. This
would cost approximately the same as Alternate #3.
Staff conducted a neighborhood meeting. on June 12, 1996, to update the neighbors on the Study résults.
Staff is recommending that the City repair the slopes that have actually failed at this time, together with
the ditch reconstruction. This project is estimated to cost approximately $400,000. The estimated cost of
a project to include the repairing of all of the deep soft soil areas that have not failed at this time is
approximately $700,000.
The City Council has made the decision to look to the original developers to reimburse the City for the
costs involved in these repairs and for any needed repairs not to be done by the City at this time.
At the neighborhood meeting, the property owners indicated their preference to request that the City
undertake the total repair project at this time or design a phased project to perform all of the recommended
repairs.
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SANTINA&=
THOMPSON.lNC.
Municipal Engineering Swveying
Railroad Engineering Planning
May 27, 1996
Mr. Lee Thompson
City of Dublin
100 Civic Plaza
Dublin, CA 94568
Subject:
Crossridge Road Drainage Improvements, 0327
Dear Lee:
Subsequent to the City's authorization to proceed, we have reviewed the referenced
site and offer your the following information.
Berlogar Geotechnical Consultants prepared a geological study of the site and
recommended standard repair techniques to stabilize the hillside behind the houses on
Crossridge Road. Our report will address the repair of the existing vee ditch network
that runs along the hillside and protects the downhill houses from the hillside storm
water runoff. Our report assumes that the repair procedures proposed by Berlogar will
be constructed.
The vee ditch system was originally designed at a slope of 2.8 percent on the south
end and at 2 percent on the north end of the site with one field inlet at each end (see
exhibits). This configuration does not meet current grading codes; however, the
configuration would have had sufficient hydraulic capacity to handle a 10 year storm.
Unfortunately, the vee ditch network was not built as designed. The south side was built
to an AVERAGE slope of 2.9 percent and the north end was built to an AVERAGE
slope of 1.5 percent. Additionally, localized areas along the vee ditch on the north side
and on the south side were built flat. A 1.5 percent slope would have adequate
hydraulic capacity for a 10 year storm, but a flat section does not.
Presented below, we have provided three repair options. A vee ditch system
conforming to current grading codes was not evaluated. Extensive amounts of re-
grading would be required to meet current codes and that type of a repair would be
impractical and not necessary to provide the required hydraulic capacity.
ALTERNATIVE 1 - NEW BROW VEE DITCH:
A new brow vee ditch could be constructed at the interface of the new cut slope with
the existing un-disturbed hillside to work in conjunction with the lower vee ditch. In
order to construct the new brow vee ditch, a retaining wall would have to be
constructed along the brow vee ditch in order to allow for the grading of the related
terrace for the brow vee ditch. The brow vee ditch could be constructed without a
1355 Willow Way, Suite 280 Concord, California 94520-5728
510-827-3200 Fax 510-687-1011
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terrace, but some type of supplemental structure would have to be added to the brow
vee ditch in order to stabilize the brow vee ditch on the steep hillside slope. The cost
of the two alternates would be similar. The brow vee ditch work would cost
approximately $150,000 and the lower vee ditch in the areas of the slope repairs would
still have to be re-constructed. Additionally, are-constructed vee ditch with an
associated 24 inch pipe under would have to be built to pick up the water from the brow
vee ditch. The total cost would be approximately $240,000, not including any slope
stability repair costs.
ALTERNATIVE 2 - RE-CONSTRUCTED VEE DITCH WITH ASSOCIATED 24 INCH
PIPE UNDER:
The existing vee ditch system could be re-built with a 24 inch pipe installed underneath.
This alternative has an advantage because a large portion of the existing vee ditch will
have to be replaced anyway in conjunction with the slope repairs (approximately 725
feet). The new vee ditch would be re-constructed for the full length of the existing vee
ditch and a 24 inch pipe would be constructed wider the re-constructed vee ditch. Field
inlets would be provided at approximately 300 foot intervals along the vee ditch. This
alternative would cost approximately $125,000. No work associated with the slope
stability repair grading is included with this estimate; however, the minor amounts of
terrace grading necessary to eliminate flat areas are included.
ALTERNATIVE 3 - EXISTING VEE DITCH WITH CONSTRUCTION OF A
CURBIWALL AT FLAT AREAS AND THE CONSTRUCTION OF A DEBRIS FENCE:
This alternative would limit the vee ditch re-construction to the slide repair areas. The
remaining vee ditch network would be unchanged and re-used. Fortunately, many of
the flat areas along the vee ditch occur in the slope repair areas and would have to be
re-constructed anyway. Those areas that are flat and are not destined to be re-
constructed as part of the 'slope repair work can be improved with a low curb/wall along
the downhill side. The low curb/wall would increase the hydraulic capacity at the
marginal areas and protect the downhill houses fromvee ditch spill-over. This
alternative would rely on only the two existing field inlets on either end of the V8e ditch
system and the vee ditch and field inlets would be susceptible to clogging with debris.
A debris fence could be constructed along the uphill side of the vee ditch in order to
protect the vee ditch and field inlets from debris. This alternative would cost
approximately $68,000, not including the slope stability repair work.
SUM'fJIARY:
The first alternative would have little if any functional advantage over the second
alternative and yet would cost significantly more. The second alternative would provide
a positive repair scheme and would have functional advantages over the third; however,
the third alternative would be the least expensive. All alternatives would include the
remodel of the two existing field inlets to better protect the field inlets from debris
clogging.
SANTINA&=
THOMPSON.INC
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A second vee ditch exists above the discussed vee ditch at the north end of the site.
This ditch appears to perform well; however, some short lengths of curb/wall could be
used to improve the capacity at one or two critical areas. The cost of these walls would
be minor.
We have enclosed drawings, planning cost estimates, hydraulic calculation and
hydrology calculations in the appendix of this report. Construction cost estimates can
be provided after the formal design of the selected repair technique. Should you have
any questions or comments regarding these alternatives or the area in general, please
do not hesitate to contact us.
Sincerely,
~
Principal
Enclosures:
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SANTINA&=
THOMPSON.lNC.
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Santina & Thompson, Inc.
Hillside Drainage Improvement Study
Preliminary Construction Cost Estimate
Cross ridge Road
Dublin, California
UNIT TOTAL
UNITS QUANTITY PRICE PRICE
Alternative 1, Construction of additional Brow Vee Ditch at Top of Slope Cut
GENERAL
1 Mobilization EA 1 20,000 20,000.00
2 Associated Grading EA. 1 30,000 30,000.00
UPPER BROW VEE DITCH WORK
1 Construct new Vee ditch w/ stabelizing stru L.F. 1,220 75 91,500.00
2 Construct 2 new Field Inlets EA.. 2 2,500 5,000.00
3 24 inch RCP on slope, N. & S. end. L.F. 150 65 9,750.00
4 Connect to existing MH EA.. 1 800 800.00
LOWER VEE DITCH WORK
South End
1 Demolition of existing Vee Ditch L.F. 500 5 2,500.00
2 New Vee Ditch at 2.5% L.F. 500 32 16,000.00
3 Remodel existing field inlet EA. 1 3,800 3,800.00
North End
1 Demolition of existing Vee Ditch L.F. 767 5 3,835.00
2 New Vee Ditch at 1.5% L.F. 767 32 24,544.00
3 24 Inch pipe under portion of Vee Ditch L.F. 400 65 26,000.00
4 Intermdeiate Field Inlet EA. 1 2,000 2,000.00
5 Remodel existing field inlet EA. 1 3,800 3,800.00
TOTAL 239,529.00
Alternative 2, Construction of 24 inch RCP under re-constructed Vee Ditch
GENERAL
1 Mobilization EA. 1 20,000 20,000.00
2 Associated Grading EA. 1 15,000 15,000.00
South End
1 Demolition of existing Vee Ditch L.F. 500 5 2,500.00
2 New Vee Ditch at 2.5% L.F. 500 32 16,000.00
3 New 24 inch Pipe under new vee ditch L.F. 500 65 32,500.00
4 New Field Inlets along vee ditch EA. 2 2,000 4,000.00
5 Remodel existing field inlet EA. 1 3,800 3,800.00
North End
1 Demolition of existing Vee Ditch L.F. 767 5 3,835.00
2 New Vee Ditch at 2.5% L.F. 767 32 24,544.00
3 New 24 inch Pipe under new vee ditch L.F. 470 65 30,550.00
4 New Field Inlets along vee ditch EA. 2 2,000 4,000.00
5 Remodel existing field inlet EA. 1 3,800 3,800.00
TOTAL 125,529.00
5/22/96 11 :57 AM
960508.XLS
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Santina & Thompson, Inc.
UNIT TOTAL
UNITS QUANTITY PRICE PRICE
Alternative 3, Existing Vee Ditch w/ CurblWall at Flat Areas and a Debris Fence
GENERAL
1 Mobilization EA. 1 20,000 20,000.00
2 Associated Grading EA. 1 12,000 12,000.00
South End
1 Demolition of existing Vee Ditch L.F. 500 5 2,500.00
2 New Vee Ditch at 2.5% L.F. 500 32 16,000.00
3 New Debris Fence L.F. 678 15 10,170.00
4 Remodel existing field inlet EA. 1 3,800 3,800.00
North End
1 Demolition of existing Vee Ditch L.F. 372 5 1,860.00
2 New Vee Ditch at 1.5% L.F. 372 32 11,904.00
3 New Debris Fence L.F. 767 15 11,505.00
4 Wall/Curb at fiat areas L.F. 200 30 6,000.00
5 Remodel existing field inlet EA. 1 3,800 3,800.00
TOTAL 67,539.00
5/22/96 11 :57 AM
960508.XLS
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5/21/96, 12:22 PM
Santina & Thompson, Inc
Hillside Drainage Improvement Study
Crossridge Road
Dublin, California
prepared for
The City of Dublin
Hydrology Pg ref
SOUTH END
Up Slope Area
Planimeter Area 6.65
Area in Square Feet 266000.00
Area in Square Acres 6.11
Area in Square Miles 0.0095
C Value (high clay content) OAO pg 6
L, length of slope 300.00
Delta, change in elevation 80.00
S, slope 0.27
V, velocity in fps 3.50 pg 28
TOC, time of concentration, including vee ditch 5.60
Use minimum TOC 10.00
Mean Annual Precipitation 18.00
Unit Rainfall Intensity, 10 yr 0.10 pg 32
i = Ix * 18; Rainfall intensity, inches per hour 1.78
C' = C + Cs 0.57 pg 36
Q = C'iA, cfs 6.20
Use Q = 10 cfs, except at South inlet
NORTH END ..
Up Slope Area
Planimeter Area 5.95
Area in Square Feet 238000.00
Area in Square Acres 5A7
Area in Square Miles 0.0085
C Value (high clay content) OAO pg 6
L, length of slope 500.00
Delta, change in elevation 135.00
S, slope 0.27
V, velocity in fps 3.50 pg 28
TOC, time of concentration in minutes 6.00
Use minimum TOC 10.00
Mean Annual Precipitation 18.00
Unit Rainfall Intensity, 10 yr 0.10 pg 32
i=lx * 18; Rainfall intensity, inches per hour 1.78
C' = C + Cs 0.57 pg 36
Q = C'iA, cfs 5.55
UseQ=10cfs
Page 1
960521.XLS
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1.3.1
1.3.1.1
1.3.1.1.1
~/87
HYDROLOGY Ah~ HYDRAULICS CRITERIA SUMMARY
The design flow rate shall be calculated using the District
Modified Rational Formula, which is:
Q - i (C~ A )
Eq. 1-1
where:
Q
rate in cubic feet per second;
in inches per hour;
modified by slope and rainfall
is the design runoff flow
i is the rainfall intensity
C~ is a runoff coefficient
intensity;
is the drainage area in acres.
A
TIME OF CONCENTP~TION.
The time of concentration is the time required for the runoff
from the most remote region of the watershed to reach the point
of concentration at which the flow is to be calculated. It is
composed of two parts, the initial time 2L concentration,
sometimes referred to as the inlet time, and the conduit time.
A minimum time of concentration based upon the hydraulic condi-
tions which maximize flow velocities shall be used to design
the flood control system.
INITIAL TIME OF CONCENTRATION. The initial time of con-
centration (Initial T ) is that time reouired to wet the
surface, fill depressio~s and establish r~off at the first
point of concentration in the watershed. Often this first
point of concentration is the first inlet of the storm
water system. This time will seldom be less than three
minutes nor more than 20 minutes. The Initial Time of
Concentration shall be dete=mined using the following
criteria:
UNDEVELOPED WATERSHEDS.
L
60(V)
Eq. 1-2
Initial T -
c
Where:
T - Time of concentration in minutes
LC _ Overland flow length in feet
V - OVerland flow velocity in feet per second,
from Figure 4, Page 28.
~ape 4
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1.3.4
10 88
HYDROLOGY AND HYDRAULICS CRITERIA SUHHARY
The basic runoff coefficient shall be chosen to reflect the
ultimate development of the drainage area. This will be based
on City/County General Plans. If General Plans are not avail-
able, then a reasonable ultimate land use shall be assumed.
The slope adjustment factor Cs is used to adjust for increases
in runoff as the average slope of the incremental drainage area
_ increases. ~: the slope to be used to find Cs is not t.he
slope of the incremental waterway but that of the land draining
to that waterway.
The intensity factor Ci is used to reflect the decrease in soil
permeability that can be expected with increased rainfall
intensity.
RUNOFF COEFFICIENT - CALCULATION.'
The for.mula for calculating the modified runoff coefficient is:
C" ....C + cs + Ci
Eq. 1-3
where:
-9-
LAND USE DESCRIPTION
PERCENT
IMPERVIOUS
0.2*
0.4
0.5
Undeveloped land, Parks, Golf courses
Single Family Residential
Condominiums, Apartments, Institutions
Mobile Home Parks, Light Industrial
Medium Industrial
commercial, Heavy Industrial
Impervious (Streets, Parking lots,
Roof tops
07
3D!
0.7
0.8
0.9
557
707
85%
100!
* The basic runoff coefficient shall be increased in areas with
soils having low permeability, .
Note: C is computed based on weighted area times runoff using
0.2 for open'space and 0.9 for impervio~s areas.
Cs ... (0.8 - C ) ( Ln (S - 1)) sO.5 Eq. 1-4
56
Ci ... {0.8 - (C + CS)}ll - 1 + 1)) I Eq. 1-5
(1/ i) + (Ln(i
e
and where:
C" is the design runoff coefficient.
C is the base weighted runoff coefficient.
Cs is the slope adjustment factor.
ci 'is .the rainfall intensity adjustment factor.
s is the average ground slope of the incremental drainage
area in percent.
i is the design storm rainfall intensity (inches/hour).
Fa e 6
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VELOCITY CHART
DATE: FEBRUARY 1987
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.'l....MI:O... COUI\'TY FLOOO CO/,;'TROI.
, AND
DATE: FEBRUARY 1987
UNIT RAINFALL
INTENSITY
FIGURE 8
W... TO! CONsrR\'''' nON DISTRICT
..: ...
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RUNOFF F~CTOR S~O~E ANO INTENSITV ADJUSTMENT C~ART ~c 2 OF 3
C 'In1t1~1 Runof! ractor
.:.- . C"Cl< Runof! r..ctor .. Slope M::!ul<t"",nt
~.~.:.::;: C'.:' ~',~ pe"19n Runoff r"CtOr '.
. ,*... ". -' .". . .. ... .' ..
"}',:::"-._''1~:'de~~~~'~e:'c' t>eg1n u1th the 1n1t1al runoff f..ctor C 1n rhe upper left of rhc chart. Ora..... l1nc'"
.-:i;.:;'..'ro "!:hc r19ht unt1l YOU _et .. ground "lope greater th..n the aver..ge ground slope of th~ 1ncr-elllent~1 .'
::c.;'::. dra1n"9c area. Next dr..... .. 11n.. dolJ'/\ 'unt11 you reach.. ra1nf..11 1ntens:1"!:y <;Ireater_ than YOllr Oed,.n..-:-
::Z;:7;.~'.1n!:cndty..: Next'dra... a 11nc ro rhe left to f1nd your oe"1<;1n rllnoff. factor C". _ .-....
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.':'::'::i'IUGIN II....:"::... ".; ',.. '.--' -.... C.. Cs ............. . -...,
...~:l:.1 ~!:LOl.' I.' .40'.n _ .42 .n .H .4S .U' .47 .n .49 .SO .Sl .S2 .H .si-"'.ss .S6 .S7 .Sf ....H' .60
,., ....~~... .... ~... .... ~.IIII~ .... .~.. .... ~~.. ....
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.:;"':'~'I' .401 S 7 , 11 13 lS 17..20 "'22..2S "-.: 30..' H:"]6 . U .~. 42 -. 4S'
. '". IC II .2,:' 4, 6' '~.ll' 14"'-17 .: 20".24 . 27
. , I .6011 ---- ---- ---- ____ ____ ____ ~___ ____ ____ ____ ___~
- I .7011 ----. --~_ ____ __~_ ____ ____ ____ ____ ____ ____ ____
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: ,. ',I':' .4111 .U .00 ----
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'".... I'" :.43111.14 ."4 '.n",oo
.ior'. 1....4111.33.1,,1". .'s'...70..00
:.,.'." t".'-' .'51.1 1.Sll.35 1.17 .'7" .71. .00
.:"?':_.IC....UII 1.70 1.S4 1.37 1.U.';"''' ..72 .00
-'.:~'i';': I..... .4711 1.81 1.73 1. S6 1.3' 1.'0 ." . 73 . 00,
.:.....;.-,IC..UI 2.081.921.76 1.S' 1.411.221.01 ..H-,.OO
I.. ".--' 2.21 2.12 1.'5 1.7' 1.62 1.44 1.'4 1.02 '-.7S .00
ICs .501 2.4' 2.3' '.16 1." 1.82 1.65 1.46 1.26 1.04 .76 ..00
I.. I 2.71 2.S4 2.37 2.20 2.03 1.16 1.6' 1.4' 1.21 1.0S .77 .00
I C1 .521 2.'6 2.78 2.60 2.43 2.:S 2.01 1.'0 1.71 1.Sl 1.31 1.07 ;78 ~OO
I .S31 3.2' 3.04 2.85 2.67 '.4' 2.31 2.12 1.'4 1.74 1.54 1.33 1.0' .7' .00 ____
1 .S41 3.S2 3.32 3.12 2.'3 2.74 2.S5 2.36 2.17 1.'1 1.78 1.51 1.3' 1.11 .11 '.00
I .551 3.84 3.63 3.42 3.22 3.01 2.12 2.62 2.42 2.22 2.031.12 1.61 1.31 1.13 .12 .00
I .561 4.21 3.'1 3.75 3.53 3.32 3.11 2.'0 2.6' 2.4' 2.21 2.08 1.86 1.6S 1.41 1.15 .14 .00
I .5~ 4.63 4.38 4.13 3." 3.66 3.43 3.21 2." 2.77 2.S6 2.35 2.13 1.'1 1.61 1.44 1.11 . .15 ,.00
o~~ i.. .S81 S.12 4.84 4.56 4.304.04 3.7' ].553.32 ].0' 2.862.64 2.41 2.1' 1.'6 1.73 1.41 1.20 ~17
. ~ .5~ 5.6' 5.37 5.06 4.77 4.4' 4.21 3.'5 3.6' 3.44 3.20 2.'6 '2.72 2.4' 2.25 2.02 1.77 1.51 1.23
.c. i .,~ 6.37 6.01 5.66 5.32 5.00 4.70 4.40 4.12 3.14 3.51 3.32 3.06 2.82 2.57 2.32 2.08 1.82 1.55
",.:" I .6111 7.20 6.77 6.37 ,5." 5.62 5.27 4.94 4.62 4.31 4.02 3.73 3.45 3.11 2.92 2.66 2.40 2.14 1.81
I': .62'1 8.22 7.72 7.25 6.'0 6.37 5.'7 S.S8 S.22 4.'7 4.53 4.21 3.90 3.61 3.32 3.04 2.76 2.4' 2.21
-::. I' .ntl '.518.91 8.34 7.11 7.30 6.82 6.37 5.94 5.54 S.lS 4.79 4.44 4.103.71 3.47 3.17 2.17 2.51
..;';.. .1:.... .6411 ....... ........ '.75 '.0' 8.41 7.'07.36 6.15 6.37 5.92 5.4' 5.08 4.70 4.n 3." 3.64 3.32 3.00
.'; .1. ._.6SII ........ ~...... ....... ....... ........ '.31 8.'4 8.02 7.43 '.1' '.37 5." 5.43 5.004.'04.21 3.14 3.4'
': "~::- i' . -. .6" I ........ ........ ........ ....... ....... ........ ........ ,. SS 1.'3 8.1S 7.51 6.'2 Ii.37 5." 5.37.4.'2 4.49 4.01
::"~' I' ~".'711 ...... ..... .... ..... .... .... ....... .... .... '.!S '.0) 1.30.'.'1 ,." ,.]' 5..12 5.30 4..11
"..' ...:.' 1-.':' ..6811 ..... .... ....... ...... ........ .... ....... ......... ...... .... ...... '.31 1.4' ,..,~ 1.02 6.37 5.'7
:.... ..... 1':'. .~, . "II. ..... '...... .... .... .... .... ...... ...... ...... ..... ..... .... ..... ..... ,. '2 1.70 ,.. 8~ 7.01
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DATE: FEBRUARY 1987
Al.AMEDA COUJl.TY FLOOD COJl.TROL
."1'00
WATER CONSERVATION DISTRICT
RUNOFF FACTOR
" ADJUSTMENT
FIGURE 10
.-.-:-,,:.. .
., ... ~ ~. .... .'
:........
Pa e 36,
, .
.
- ,
"
.- .
100
l-
lL1 80
lL1
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FIGURE 11
TRAVEL THiE FOR OVERLAND FLm.,r
,-
.5ov"T1! iY rJ D
... DIAMETER (IN)
LENGTH (FT)
__. FRICTION COEFF (FT'1/6)
ENT+EXIT COEFF
INLET CONTROL COEFF
INV ELEV OUT (FT)
INV ELEV IN (FT)
." TAILIJATER ELEV (FT>
ELEV INCREMENT (FT)
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'? 12
'? 140
? .014
'? 1.5
? .61
'? 395
'? 416
'? 396
? .5
CULVERTS
<Return> repeat
RESULTS
HEADIJATER (FT) FLOWRATE (CFS)
=============-==:===========_:::
417.00
417.50
418.00
418.50
419.00
419.50
420.00
420.50
421. 00
421.50
422.00
422.50
423.00
423.50
424.00
424.50
Ie
IC
Ie
IC
Ie
Ie
Ie
IC
Ie
Ie
Ie
Ie
IC
IC
IC
IC
2.72
3.84
4.71
5.44
6.08
6.66
7.19
7.69
8.16
8.60
9.02
9.42
9.80
10.17
10.53
10.87
0- ;Z /} T t:.- :: q Z z....
I rJ II :;:.
4/6>
I rJ \J :;.
3''>
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..__.____...~______.____________w_...___.______.__~P_____.____________._______*
:.- jJ())Z7'# ;;.tJD
.DIAMETER (IN)
LENGTH (FT>
FRICTION COEFF (FT"1/6)
_ _. ENT+EXIT COEFF
INLET CONTROL ,COEFF
INV ELEV OUT (FT)
INV ELEV IN (FT)
TAILIJATER ELEV (FT)
ELEV INCREMENT (FT)
<Shift> <Prt Sc> print
? 24
? 150
? .014
? 1.5
? .61
? 407
? 425
? 409
? .5
CULVERTS
<Return> repeat
RESULTS
HEADIJATER (FT) FLOWRATE (CFS)
r;:(Z,A1"c- ='
q--:O
U /0.,../;1- 'L;; J'!:;-O I
)Z./ r1 (j-,e/9 r 13.
!IJ'J ;:: ~ ~( 417-
4ZS' ~
=======::===;====:========::::_-
427.00
427.50
428.00
428.50
429.00
429.50
430.00
430.50
431.00
431.50
432.00
432.50
433.00
433.50
434.00
434.50
IC
Ie
IC
IC
IC
IC
Ie
IC
Ie
Ie
Ie
Ie
Ie
IC
IC
Ie
15.38
18.84
21. 75
24.32
26.64
28.77
30.76
32.62
34.39
36.07
37.67
39.21
40.69
42.12
43.50
44.84
I'
[J//9 ':- 27'
I/Vr/
qO'j
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----------------------_._...__.-------_._...__.~._--------.-------.-.------..--
.5.#~~/ /l
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.
.:".
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.
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J/\IV
I IJ'1. 5'
.
'3 CJcJ J=r
S.= I.Se:;:;,
/tV V
I (J 0
3~/66;r L3
s- /;./ /~/
.,
MAN-MADE CHANNELS
VARIABLES LIST:
Y . FLO'.l DEPTH
. Q - FLO'.lRATE
VARIABLE TO BE SOLVED (Y,Q,B,M,S OR N) ? Y
B . CHANNEL BOTTOM '.IIDTH
M - CHANNEL SIDE SLOPE
S - CHANNEL SLOPE
N - CHANNEL ROUGHNESS
Q (CFS) ? 10 RESULTS
-. B (FT) ? 1 -----------------
-----------------
M (FT 1FT) ? 1 Y= 0.88 FT
-. S <FT 1FT) ? .01 A= 1.66 SF
- - N (FT.1/6) ? .015 P= 3.49 FT
V= 6.03 FPS
F= 1.37 SUPER-CRITICAL FLO'.l
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<Return> repeat
<Space Bar> back to menu
MAN-MADE CHANNELS
VARIABLES LIST:
.. Y - FLO'.l DEPTH
Q - FLO'.lRATE
B - CHANNEL BOTTOM '.IIDTH
M - CHANNEL SIDE SLOPE
S - CHANNEL SLOPE
N - CHANNEL ROUGHNESS
. -
VARIABLE TO BE SOLVED (Y,Q,B,M,S OR N) ? Y
.'-- Q (CFS) ? 10 RESULTS
B (FT) ? 1 -----------------
-----------------
'.-.: M (FT 1FT) ? 1 Y= 0.79 FT
S (FT 1FT) ? .015 A= 1.43 SF
. . N (FT-1/6) ? .015 P= 3.25 FT
- .
v= 7.01 FPS
F= 1.66 SUPER-CRITICAL FLO'.l
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VARIABLES LIST:
Y - FLOU DEPTH
C - FLOURATE
MAN-MADE CHANNELS
B - CHANNEL BOTTOM UIDTH
M CHANNEL SIDE SLOPE
S - CHANNEL SLOPE
N CHANNEL ROUGHNESS
VARIABLE TO BE SOLVED (Y,C,B,M,S OR N) ? Y
Q (CFS) ? 10
B eFT) ? 1
M (FT/FT) ? 1
S (FT/FT) ? .024
N (FT.'/6) ? .015
'.
..
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RESULTS
-----------------
-----------------
y= 0.70 FT
A= 1.20 SF
P= 2.99 FT
V= 8.34 FPS
F= 2.08 SUPER-CRITICAL FLOU
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1996-2001 CAPITAL IMPROVEMENT PROGRAM
PROJECT NO.
9405
PROJECT DESCRIPTION
Dougherty Hills Park Slope Repair
ACTIVITY
PARKS
DESCRIPTION - LOCATION
This project provides for slope repair, concrete
vee ditch repair and installation of sub-drains on
the east side of Dougherty Hills Park above
Crossridge Road, and on the west side above
Jade Circle and Topaz Circle.
COMMENTS
Heavy rains in January of 1995 and 1996 caused
several localized land slides in the Dougherty
Hills Park area, After examination of the area by
a geotechnical consultant, it was recommended
that the existing slide areas be re-graded with
more stable material, existing vee ditches be
repaired to improve drainage and a short wall be
installed to help prevent overflows, The existing
drainage inlet will be remodeled to help prevent
debris from blocking the surface grate.
ESTIMATED COSTS
Fund
Prior Years
1:
,
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~
I
Prelim. Engr.
Designllnsp
Improvements
Miscellaneous
S 40,000
65,100 001
300,000
550
S66.000
FINANCINGfYEARS SCHEDULE
1996-97 1997-98 1998-99 1999-2000 2000-01 Totals
S339,650
$405,650
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