HomeMy WebLinkAboutSDP 03-01; KELLY / JRM OFFICE BUILDING; STORM DRAIN REPORT; 2003-12-11I
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STORM DRAIN REPORT
FOR
JRMC KELLY STREET
SAN DIEGO, CALIFORNIA
April 18, 2003
Revised December 11, 2003
RECENED
DEC: 1 3 2006
CITY OF CARLSBAD
PLANNING DEPT
SD P 03-01 / PIP 03-01 / CDP 03-03
Prepared By:
PARTNERS Planning and Engineering
15938 Bernardo Center Drive
, P.E.,
Registration xpires
San Diego, CA 92127
(858) 376-3444
RC
9-30-2007
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TABLE OF CONTENTS
Site and Project Description
Scope of Work
Methodology and Assumptions
Figure 1: Vicinity Map
Calculations
Results and Conclusions
Basin Exhibit
Appendix 1:
Appendix 2:
Appendix 3:
LIST OF APPENDICES
Runoff Coefficients
Urban areas Overland Time of Flow Curves
Intensity -Duration Design Chart
Page 1
Page I
Page 1
Page2
Page 3
Page 18
attached
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Site and Project Description:
The 6.0 acre site consists of approximately 5 .0 acres of graded land and 1.0 acre of open
space south of Palomar Airport Road in Carlsbad, California. See Figure No. 1 (page 2)
for location. The site was previously graded. The site currently sheet flows to the south
of the site. The proposed development will consist of a building with a parking lot. The
precise grading runoff will be directed towards curb openings and curb inlets. The runoff
will be collected and run through grass swales. These swales will serve as the filter
system for storm water quality. Inlets that receive runoff from vehicular areas will also be
fitted with fossil filters. All runoff will be discharged into the existing storm water runoff
area to the south.
Scope of Work:
This drainage report has been prepared to document the design and calculation for the
drainage system associated with the site development of the JRMC Kelly Street project,
in Carlsbad, California. See Location Map on Page 3.
Hydrology/Hydraulics Methodology:
This drainage system has been designed in general conformance with the 2003 County of
San Diego Drainage Design Manual. Drainage basins are less than one square mile;
therefore, the Rational Method was utilized to calculate storm runoff. The 100-yr
frequency storm has been used for runoff calculations.
• The following are the runoff coefficients used for Soil Type D, see Appendix 1,
Runoff Coefficients -Undeveloped/Developed Area
-Landscaped areas 0.35
-Industrial areas 0.90
• Initial Time of Concentration was calculated using Urban Areas Overland Time
of Flow Curves, See Appendix 2.
• Intensity was calculated using the Rainfall Intensity-Duration Frequency Curves
for County of San Diego, see Appendix 3.
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I m -.J 8 Project Site
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I VICINITY MAP
NOT TO SCALE
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I CALCULATIONS
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------------------TABLE 1. HYDROLOGY/ INLET SUMMARY
~~JSTING CONDITION ( 100-YEAR EVENT)
Basin Area C L So Tc I Q STRUCT. Inlet Gutter Flow "A" Inlet :Remarks ---No. (ac) (ft) (ft\ft) (min) (in/hr) (cfs) Type Slope Depth Length
(Open)
E 4.14 0.45 720 3.00 21.8 3.06 5.7 ------100-yr event
PRQ!"_OSED CONDITION (100-YEAR EVENT)
Basin Area C L So Tc I Q STRUCT. Inlet Gutter Flow "A" Inlet Remarks --No. (ac) (ft) (ft\ft) (min) (in/hr) (cfs) Type Slope Depth Length 100-yr event
(Open)
Al 0.78 0.85 315 0.50 11.7 5.02 3.3 I Type 'B'C.I. ---4' initial area; Type 'B' C.I. @ sag
Bl 0.20 0.83 80 2.30 5.7 7.90 1.3 ------
B2 1.43 0.85 -1.80 6.9 6.42 8.9 ------includes basin BI --B3 0.32 0.85 230 3.00 5.0 7.90 2.2 ------
I
7.1 10.6 ------confluence B2 w/ 83
Cl 0.22 0.54 130 2.31 9.4 5.53 0.7 ------
C2 ! 0.24 0.54 130 1.00 10.3 5.26 1.3 ------' C3 0.55 0.87 180 3.33 5.0 7.90 3.8 ------
C4 0.23 0.35 326 2.30 18.5 3.40 0.3
i 5.0 3.9 1 confluence C3 w/ C4
I I ' 5.0 4.5 confluence w/ C2
.r C5 I 0.17 0.35 I 152 1.25 8.2 3.81 4.7 ' I I 8.2 7.1 , confluence A I w/ C4 '
I 7.1 16.7 I COnfl~efi~e WI 83
I :see attached calculations for
16.7 I routing as allowed in the
I I I Modified Rational Method
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KA t lUNAL Mt. I HUU HYUKUGKAl-'H PROGRAM
IOPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY
UN DATE 12/12/2006
HYDROGRAPH FILE NAME Text1
•
IME OF CONCENTRATION 7 MIN.
HOUR RAINFALL 3 INCHES
ASIN AREA 4.14 ACRES
UNOFF COEFFICIENT 0.76
PEAK DISCHARGE 16.7 CFS
IIME (MIN) = 0 DISCHARGE (CFS) = 0
IME (MIN) = 7 DISCHARGE (CFS) = 0.6
TIME (MIN)= 14 DISCHARGE (CFS)= 0.6
IIME (MIN)= 21 DISCHARGE (CFS)= 0.6
IME (MIN)= 28 DISCHARGE (CFS) = 0.6
IME (MIN) = 35 DISCHARGE (CFS) = 0.6
TIME (MIN)= 42 DISCHARGE (CFS) = 0.6
TIME (MIN)= 49 DISCHARGE (CFS) = 0.6
-
IME (MIN)= 56 DISCHARGE (CFS) = 0.7
IME (MIN)= 63 DISCHARGE (CFS) = 0.7
IME (MIN)= 70 DISCHARGE (CFS)= 0.7
TIME (MIN)= 77 DISCHARGE (CFS)= 0.7
IIME (MIN)= 84 DISCHARGE (CFS)= 0.7
IME (MIN)= 91 DISCHARGE (CFS) = 0.8
IME (MIN)= 98 DISCHARGE (CFS) = 0.8
TIME (MIN)= 105 DISCHARGE (CFS)= 0.8
~
IME (MIN)= 112 DISCHARGE (CFS)= 0.8
IME (MIN)= 119 DISCHARGE (CFS)= 0.9
IME (MIN)= 126 DISCHARGE (CFS)= 0.9
IME (MIN) = 133 DISCHARGE (CFS) = 0.9
TIME (MIN)= 140 DISCHARGE (CFS)= 1
IIME (MIN)= 147 DISCHARGE (CFS)= 1
IME (MIN) = 154 DISCHARGE (CFS) = 1
IME (MIN)= 161 DISCHARGE (CFS)= 1.1
TIME (MIN)= 168 DISCHARGE (CFS)= 1.2
IIME (MIN)= 175 DISCHARGE (CFS)= 1.3
IME (MIN)= 182 DISCHARGE (CFS)= 1.3
IME (MIN)= 189 DISCHARGE (CFS) = 1.5
TIME (MIN)= 196 DISCHARGE (CFS)= 1.6
•
IME (MIN)= 203 DISCHARGE (CFS)= 1.8
IME (MIN)= 210 DISCHARGE (CFS)= 1.9
IME (MIN)= 217 DISCHARGE (CFS) = 2.4
IME (MIN)= 224 DISCHARGE (CFS)= 2.7
TIME (MIN)= 231 DISCHARGE (CFS)= 4
IIME (MIN)= 238 DISCHARGE (CFS) = 8.9
IME (MIN)= 245 DISCHARGE (CFS) = 16.7
IME (MIN) = 252 DISCHARGE (CFS) = 3.2
TIME (MIN)= 259 DISCHARGE (CFS)= 2.1
IIME (MIN)= 266 DISCHARGE (CFS)= 1.7
IME (MIN) = 273 DISCHARGE (CFS) = 1.4
IME (MIN) = 280 DISCHARGE (CFS) = 1.2
TIME (MIN) = 287 DISCHARGE (CFS) = 1.1
TIME (MIN)= 294 DISCHARGE (CFS)= 1
-
IME (MIN)= 301 DISCHARGE (CFS)= 0.9
IME (MIN) = 308 DISCHARGE (CFS) = 0.8
IME (MIN)= 315 DISCHARGE (CFS)= 0.8
TIME (MIN)= 322 DISCHARGE (CFS)= 0.7
IIME (MIN)= 329 DISCHARGE (CFS)= 0.7
IME (MIN) = 336 DISCHARGE (CFS)= 0.7
IME (MIN)= 343 DISCHARGE (CFS)= 0.6
TIME (MIN) = 350 DISCHARGE (CFS) = 0.6
jlME (MIN)= 357 DISCHARGE (CFS)= 0.6
IIME (MIN)= 364 DISCHARGE (CFS)= O
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-------------------
TIME VS. DISCHARGE
18 -.----------------------------------------------
16-1--------------------------------i---------------1
\Jo\vP-e -1 o Ot-tq,.-
14 +------------------------------Hlr---~~0~•~~---------~
12-1-------------------------------f-·lt----------------l
-..j
6-1------------------------------m
4-1-----------------------------.n-1
~~~~~~~~~~~$~~~~~##$$~~#4$$
TIME (MIN)
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RESULTS AND CONCLUSIONS
The existing runoff is 5. 7 cfs with a time of concentration of 21.8 minutes. The developed
runoff is 16. 7 cfs with a time of concentration of 7. I minutes. The increased runoff of 11
cfs will be detained in the propsed grass-swale/detention basin. The site currently
discharges at the drainage channel at the southerly boundary of the lot. There is no
diversion of water from one basin to another. The grass swale areas will be used to
address storm water quality as well as to provide storage for the increase in runoff.
18
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I APPENDIX
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\ -
-----
San Diego County Hydrology Manual
Date: June 2003
-------------
Section:
Page:
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use
NRCS Elements Coun Elements
Undisturbed Narural Terrain (Natural) Pennanent Open Space
Low Density Residential (LDR) Residential, 1.0 DU/A or Jess /! < •.•
Low Density Residential (LDR) Residential, 2.0 DU/A or less ,., i . .· -~ /
Low Density Residential (LDR) Residential, 2.9 DU/A or less . ~-. ~
l\·1edium Density Residential (MDR) Residential,4.3 DU/A or less /Ll,:,'(,J,; .J.
Medium Density Residential (MOR) Residential, 7.3 DU/A or less
, .. { -, .. ,_.
Medium Density Residential (MOR) Residential, 10.9 DU/A or less i: .. -1-~ ..._ r
Medium Density Residential (MDR) Residential, 14.5 DU/A OT less .. ·. _-:..:-
High Density Residential (IIDR) Residential, 24.0 DU/A or less
High Density Residential (HDR} Residential, 43.0 DU/A or less
Commercial/Industrial (N. Com) Neighborhood Commercial
Commercial/Indusrrial (G. Com) General Commercial
Commercial/Industrial (O.P. Com) Office Professional/Commercial
%IMPER.
O*
IO
20
25
30
40
45
50
65
80
80
85
90
90
RunotTCoefficient ••c"
Soil Type
A B C
0.20 0.25 0.30
0.27 0.32 0.36
0.34 0.38 0.42
0.38 0.41 0.45
0.41 0.45 0.48
0.48 0.51 0.54
0.52 0.54 0.57
0.55 0.58 0.60
0.66 0.67 0.69
0.76 0.77 0.78
0.76 0.77 0.78
0.80 0.80 0.81
0.83 0.84 0.84
0.83 0.84 0.84
--
3
6of26
D
0.35
0.41
0.46
0.49
0.52
0.57
0.60
0.63
0.71
0.79
0.79
0.82
0.85
0.85
Commercial/Industrial (Limited I.) Limited Industrial
Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87
*The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff
coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area
is located in Cleveland National Forest).
DU/A= dwelling units per acre
NRCS = National Resources Conservation Service
3-6
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8 u.
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w u z ~ en i5 w en a:: ::::, ~ w i
EXAMPLE:
Given: Watercourse Distance (D) = 70 Feet
Slope (s) =1.3%
Runoff Coefficient (C)"' 0.41
Overland Flow Time (T) = 9.5 Minutes
'T= 1.8 (1.1-C)VO
3\fs
SOURCE: Airport Drainage. Federal Aviation Administration, 1965
FIGURE
Rational Formula • Overland Time of Flow Nomograph 3.3
A-2
-------
: b-o ~
' ::
-
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-
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--
b . !" <D
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---
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0
0
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32"4s---:--,--------1~~~flt1~~~~[;,~,~J;-=4~~;~-;:-.;.t~~_:__1~~~-=tt~Li1-~~e~-~-
l,., •. : j: .,. .• ·_ .. •• . I' !
; " · l. ·M: e;X
-
3 "O
CD -,
ii.i"
-30' -----~~---------:-~~------:-~--;t_.'._~~;~1+~~'~'--;!--~--:-~:__.:...:_...:._~:1-~--_:_.:..__~_..:._J ____ _ ~ I'! r ~ ~ '. , l ' ; [ '. .j ~ ' I ~ . ~ 32"30'
li· ~ co 'l co :: '
----
County of San Diego
Hydrology Manual
Rai11fa/l lsop/1wials
JOO Year Rainfall faenl-6 llours
lscpluvial(inches)
---
33•1
-
0
Cl
c.v
\\1 ::>
-----------
2°45'
----
County of San Diego
Hydrology Manual
• .
Rai11fall lsop/11vials
JOO Vear Rainfall Ennt -24 Hours
lsopluvial (inches)
N l'"tS-oS.-aJUDwrtGJ'W~"-nGJ.,,,,...,Dft'll[•l.,..
4 O-~«!:.,w:l,l~w;.•nllC)ll'Y"f-,TOltof....,_l(OW.,.._N$ O'M-C,._.._,rr,_n, .. MHllll•-rl0A#I~
s
3 0 n;;.
c:-.. s."111 ....... ------... ----~..._... E _,,.._ ... .,.._ .. ____ _ ....._ __ SA!oOIC
,._,-Jld ____ ....,..,. __ ___,. ... _,__..,.__.._ ...
3 Miles
-
..r:
----...:.
7-42 HANDBOOK OF HYDRAULICS
Table 7-10. Values of Kin Formula Q -K n,s.,H for
n
Trapezoidal Channels (Concluded)
D • depth of water II • bottom widtb of channel
D Side 1lopea of channel, ratio or hori,ontal to vertical
b Ver-¾-1 H-1 ¾-1 1-1 l}H 2-1 2H-l 3-1 4-1 tical
r------------------1.81 .2110 .643 .817 1.10 1.37 1.90 2 41 2.91 3.40 4.36 1.82 .293 .MO .813 1.09 1.37 1.90 2.41 2.91 3.311 4.36 1.83 .291 .637 .810 1.09 1.37 1.90 2.41 2.90 3.39 4.36 1.a. .2811 .634° .807 1.011 1.36 1.811 2.40 2.90 3.39 4.35 1.85 .286 .631 .804 1.08 1.36 1.89 2.40 2.90 3.38 4.34 1.86 .284 .1528 .801 1.08 1.36 1.811 2.-l0 2.811 3.38 4.34 1.87 .282 .1525 ,7117 1.08 1.36 1.88 2.39 2.89 3.38 4.34 1.88 .2711 .622 .794 1.07 1.36 1.88 2.39 2.88 3.37 4.33 1.89 .277 .620 .791 1.07 1.35 1.88 2.311 2.88 3.37 4.33 1.90 .276 .617 .788 1.07 1.34 1.87 2.38 2.88 3.37 4.33 1.111 .273 .614 .785 1.06 1.34 1.87 2.38 2.87 3.36 4.32 1.112 .270 .612 .782 1.06 1.34 1.87 2.38 2.87 3.36 4.32 1.93 .268 .6011 .7711 1.00 1.33 I.SO 2.37 2.87 3.36 4.32 1.ll4 .266 .1506 .776 1.05 1.33 1.86 2.37 2.86 3.36 4.31 1.116 .264 .604 .114 1.06 1.33 1.86 2.37 2.86 3.36 4.31
1.116 .262 .601 .771 1.05 1.32 1.86 2.36 2.86 3.35 4.31 1.117 .260 .499 .768 1.04 1.32 l.85 2.36 2.85 3.34 4.30 1.98 .258 .496 .765 1.04 1.32 1.85 2.36 2.85 3.34 4.30 1.119 .256 .4114 .762 1.04 1.31 1.84 2.35 2.86 3.34 4.30 2.00 .254 .4!11 .760 1.04 1.31 1.84 2.35 2.84 3.33 4.29
2.01 .252 .4811 .757 1.03 1.31 1.a. 2.35 2.84 3.33 4.2Q 2.02 .250 .487 .154 1.03 1.30 1.83 2.34 2.84 3.33 4.29 2.03 .2t8 .484 .762 ·1.03 1.30 1.83 2;34 2.84 3.32 4.28 2.04 .247 .482 .7411 1.02 1.30 1.83 2.34 2.83 3.32 4.28 2.05 .245 .480 .746 1.02 1.30 1.82 2.33 2.83 3.32 4.28
2.06 .243 .417 .744 1.02 1.211 1.82 2.33 2.83 3.31 4.28 2.07 .241 .476 .741 1.02 1.29 1.82 2.33 2.82 3.31 4.27 2.08 .239 .473 .739 1.01 1.29 1.82 2.33 2.82 3.31 4.27 2.<XI .237 .471 .736 1.01 1.28 1.81 2.32 2.d2 3.31 4.27 2.10 .236 .469 .734 1.01 1.28 1.81 2.32 2.81 3.30 4.26
2.11 .234 .466 .732 1.006 1.28 1.81 2.32 2.81 3.30 4.26 2.12 .232 .464 .721l 1.004 1.28 1.81 2.31 2.81 3.30 4.26 2.13 .231 .462 .727 1.001 1.27 1.80 2.31 2.81 3.21) 4.26 2.14 .22!1 .460 .724 .ll99 1.27 1.80 2.31 2.80 3.29 4.25 2.16 .227 .468 .722 .996 1.27 1.80 2.31 2.80 3.29 4.26
2.16 .226 .466 .720 .1194 1.27 1.711 2.30 2.80 3.211 4.26 2.17 .224 .454 .718 .91ll 1.26 1.79 2.30 2.80 3.28 4.2t 2.18 .223 .462 .716 .989 1.26 1.79 2.30 2.71) 3.28 4.24 2.lll .221 .,60 .713 .ll87 1.26 1.79 2.29 2.79 3.28 4.24 2.20 .2111 .448 .711 .934 1.26 1.78 2.211 2.70 3.28 ,.2,
2.21 .218 .OIi .709 .ll82 1.26 1.78 2.29 2.78 3.27 4.23 2.22 .216 .4H .706 .ll80 1.26 1.78 2.29 2.78 3.27 4.23 2.23 .215 .H2 .104 .ll77 1.26 1.78 2.28 2.78 3.27 4.23 2.24 .213 .HO .702 .976 1.25 1.77 2.28 2.78 3.26 4.23 2.25 .212 .431l .700 .ll73 1.24 1.77 2.28 2.77 3.26 4.22 -.000 .091 .214 .500 .743 1.2{ 1.74 2.23 2.71 3.67
-
:: -·,a·. ta 11-~ -
STEA.DY UNIPORM PLOW IN OPEN CHANNELS 7-4:J
K' Table 7-11. Values of K' in Formula Q • -MS.s~i for n
Trapezoidal Channels
D • depth of water b • bottom width of channel
D Side 1lopea of channel, n.tio of horisontal lo vertical
b Ver-tical ¾-1 ½-1 Y.-1 1-1 l½-1 2-1 2H-l 3-1 4-1 ---------------------. 01 . 00068. 00068. 00069 . 00009. 00069. 00069. 00061l. 00069. 00070. 00071 . 02 . 00213 . 00216. 00216. 00217. 00218. 00220. 00221. 00222. 00223. 0Q22 . 03 .00414. 00419. 00423 .00426 . 00428. 00433. 00436. 00439 .00443 .0044! .04 .00060 .00070. 00679 .00085 .00001 .00700 . 00]08 .00716 .0072.1 . 00731 . 05 .00!H6. 00964 . 00979 .00991 .01002 .01019 .01033 .OlOH .01000 .01081
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.11 .0329 .0343 .035' .0364 .0373 .0387 .0400 .0413 .O-t24 .0448 .12 .0376 .0393 .0408 .0420 .0431 .04!>0 .0400 .0482 .0497 .0627 .13 :i!~~ .0446 .0464 .0480 .0493 .0510 .0537 .0!156 .0576 .0013 .H .0602 .0524 .0542 .0569 .0587 ,OOlll .003? .0059 .0700 .15 .0528 .0M9 .0585 .0008 .0027 .0662 .0692 .072 .OH!I .0805
.16 .0582 .061!1 .0650 .0676 .0700 .OHO .0777 .0811 .0846 .0912 .17 .0038 .0680 .0716 .0748 .0775 .0823 .0860 .0007 .0947 .1026 .18 .0695 .0744 .0786 .0822 .0854 .0910 .0960 .1008 .1056 .1H8 .19 .0753 .0809 .0857 .0899 .0930 .1001 .1059 .11u .1109 .1277 .20 .0812 .0870 .0931 .0971) .1021 .109tl .1163 .1227 .1200 .1414
.21 .0873 .0945 .101 .106 .111 .120 .121, .135 .H2 .156 .22 .093-l .1016 .100 .115 .120 .130 .139 .147 .155 .171 .23 .0997 .1087 .117 .124 .130 .HI .150· .100 .lllll .187 .2-l .1001 .1161 .125 .133 .140 .152 .103 .173 .184 .204 .26 .1125 .1230 .133 .H2 .150 .IG3 .176 .188 .19!1 .222
.21! .lUI .131 .142 .152 .100 .175 .18!1 .202 .216 .241 .27 .126 .139 .11)1 .W2 .171 .168 .203.· .218 .232 .200 .28 .132 .147 .1110 .172 .182 .201 .217 .234 .249 .281 .29 .139 .166 .170 .1S2 .194 .214 .232 .250 .208 .302 .30 .146 .163 .179 .103 .206 .228 .24S· .21!7 .2S7 .324.
.31 .163 .172 .189 .204 .218 . 242 .204: . .285 .300 .347 .32 .160 .180 .199 .215 .230 .266 .281 .304 .327 .371 .33 .167 .189 .209 .227 .243 .271 .298 .323 .348 .390 .34, .174 .1!~8 .219 .238 .256 . 287 .316 . .343 .370 .423 .36 .181 .207 .230 .251 .269 .303 .334 · .363 .392 .450
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.36 .189 .216 .241 .263 .283 .319 .363-.386 .416 .-t78 .37 .196 .226 .262 .276 .297 .330 .372 .406 .uo .607 .38 .203 .234 .263 .288 .312 .363 .302 .4211 .406 .637 .39 .211 .244 .274 .301 .320 .371 .413 .462 .-till .668 .-to .218 .263 .286 .316 .341 .389 .434 .476 .618 .600 .. .u .226 .203 .207 .328 .357 .408 .4156 .1501 .546 .633 .42 .233 .273 .309 .342 .373 .427 .418 • .520 .574 .00!1 .43 .2-ll .283 .321 .357 .3811 .H7 .601, .653 .003 .703 .H .248 .203 .334 .371 .405 .41!7 .526 .680 .033 .740 .45 .256 .303 .346 .386 .422 .488 .M9 .607 .004 .111
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Concrete ---~ Gutter paved
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EXAMPLE:
Given: Q • 10 S • 2.5%
Chart gives: Depth • 0.4, Velocity• 4.4 f.p.s.
5 6 7 8 9 10
Discharge (C.F.S.)
SOURCE: San Diego County Department of Special District Services Design Manual
Gutter and Roadway Discharge • Velocity Chart
A-6
20 30 40 50