HomeMy WebLinkAboutCT 05-08; STORM DRAIN REPORT; 2005-01-14STORM DRAIN REPORT
FOR
Carlsbad Research Center
Carlsbad, California
January 14, 2005
DWG No.
Prepared By:
PARTNERS Planning and Engineering
15938 Bernardo Center Drive
San Diego, CA 92127
(858) 376-3444
Andrew J. Kann RCE 50940
Registration Expires 9-30-2005
TABLE OF CONTENTS
SITE AND PROJECT DESCRIPTION page 1
METHODOLOGY page 1
EXISTING CONDITIONS page 1
DEVELOPED CONDITIONS page 1
EXISTING RUNOFF ANALYSIS page 1
DEVELOPED RUNOFF ANALYSIS page 2
CURB INLET DESIGN AND ANALYSIS page 2
CULVERT DESIGN AND ANALYSIS page 2
CHANNEL DESIGN AND ANALYSIS page 2
DETENTION BASIN DESIGN AND ANALYSIS page 3
RESULTS AND CONCLUSIONS page 3
LIST OF FIGURES
FIGURE 1: VICINITY MAP page 4
FIGURE 2: PROPOSED HYDROLOGY MAP attached
FIGURE 3: EXISTING HYDROLOGY MAP attached
LIST OF APPENDICES
Appendix 1: Runoff Coefficients
Appendix 2: 100-Year Isopluvial Charts
Appendix 3: Intensity - Duration Design Chart
Appendix 4: Steady Uniform Flow in Open Channels Table 7-11
Appendix 5: Nomogram-Capacity, Curb Inlet at Sag
Appendix 6: Handbook of Hydraulics Tables 7-4, 7-11 and 7-14
SITE AND PROJECT DESCRIPTION
This storm drain report has been prepared as part of the Development Permit submittal
requirements for the development of Carlsbad Research Center. The proposed development
includes nine (9) office buildings with associated parking, landscaping and hardscape. The
project site is located east of Interstate 5, west of El Camino Real and north of Palomar
Airport Road and south of SR 78. See Figure No. I for Vicinity Map. See Figure 2 attached
at the end of this report for the proposed drainage limits. See Figure 3 attached at the end of
this report for the existing drainage limits.
METHODOLOGY
This drainage report has been prepared in accordance with current City of Carlsbad
regulations and procedures. All of the proposed pipes, curb inlets and grass-lined swales
were designed to intercept and convey the 100-year storm. The Modified Rational Method
- was used to compute the anticipated runoff. See the attached calculations for particulars.
The following references have been used in preparation of this report:
County of San Diego Hydrology Manual, April, 1993.
Handbook of Hydraulics, E.F. Brater & H.W. King, 6" Ed., 1976.
EXISTING CONDITIONS:
- The project site lies within the Carlsbad Research Center north of Faraday Ave. as mass
graded pad. Runoff from the site currently follows natural drainage paths southwesterly to an
existing, sump inlet per drawing _____
DEVELOPED CONDITIONS:
The proposed development includes nine (9) office buildings with associated parking,
landscaping and hardscape. Surface runoff from the site will be directed to either inlets fitted
with the Fossil Filter TM Storm Water Filtration System or grass-lined swales for water quality
purposes. In addition, on-site detention facilities will be located, where required, to reduce
post development flows.
EXISTING RUNOFF ANALYSIS:
Runoff from the site currently follows the natural drainage path southwesterly to an existing
sump inlet located on site. This flow enters the onsite private storm drain system and is
conveyed to the public system in Faraday Ave.
DEVELOPED RUNOFF ANALYSIS:
All of the proposed pipes, inlets and grass-lined swales were designed to intercept and
convey the 100-year storm. The runoff coefficients for the site were based on soil group D
and ultimate improvements for the proposed site. A coefficient of 0.85 was used for all
Basins. All of the proposed drainage culverts will be PVC and were sized using a Manning's
'n' coefficient of 0.013. Runoff from the site will be directed to one of five (5) desiltation
basins spread throughout the project site. See the attached calculations for the particulars.
CURB INLET DESIGN AND ANALYSIS:
The proposed curb inlets are located in a sump condition. The curb inlets were sized
utilizing the "Nomogram-Capacity, Curb Inlet at Sag" assuming a 10-inch curb face with a
6.2-inch curb opening at the inlet to determine the capacity per foot of opening (QIL) in cfs
per foot. The clear opening length was then calculated using the following equation:
LQ/(Q/L) where
L = Length of clear opening in feet
Q i oo/L = Capacity per foot of opening from Nomogram
To obtain the inlet length as shown on the Grading Plans for this project, one foot was added
to the clear opening lengths.
CULVERT DESIGN AND ANALYSIS:
The storm drain culverts were sized using King's handbook (Reference 3) Table 14 to verify
capacity. For circular conduits:
K' = Qn/[d'(8/3)s"(1/2)] where
K' = Discharge Factor
Q = Runoff Discharge (cfs)
n = Manning's Coefficient
d = Diameter of Conduit (ft)
s = Pipe Slope (ft/fl)
See the attached calculations for culvert sizing.
CHANNEL DESIGN AND ANALYSIS
The proposed trapezoidal grass lined channel within this project was sized using King's
Handbook (Ref. 3), Table 7-11. For trapezoidal channels:
V = QnhIbA(8/3)sl(1/2)1 where
K' = Discharge Factor
Q = Runoff Discharge (cfs)
n = Manning's Coefficient
b = Channel Bottom Width (ft)
S = Channel Slope (ft/ft)
Natural, vegetated lined channels are capable of withstanding erosion for velocities up to 5
fps.
DETENTION BASIN DESIGN AND ANALYSIS:
The proposed, localized, on-site detention facilities were sized utilizing the single-
I hydrograph method. See the attached calculations for the design procedures utilized with the
single-hydrograph method. The detention facilities for site have been designed to account for
the increase in flow from the site. Basins A, B, C, D & E where sized to account for no
I detentions in Basins F and G. The five on-site basins join via 18" storm drain pipes. The
combination of the flows for the site does not exceed the pre-developed flows. Basin A is
required to have 435 cf of storage and 450 cf is provided. Basin B is required to have 1538
I cf of storage and 1680 cf is provided. Basin C is required to have 2603 cf of storage and
2800 cf is provided. Basin E is required to have 1870 cf of storage and 2015 cf is provided.
All detention basins are located and designed to provide a safe emergency overflow without
I flooding the proposed buildings or causing damage to the on-site grading or improvements.
I
RESULTS AND CONCLUSIONS
The site discharges a total of 14.5 cfs. The existing site discharge 8.8 cfs. Therefore, the site
I
design includes detention facilities to limit the total runoff to 8.8 cfs. The outflow from each
detention basin was: Basin A = 1.8 cfs, Basin B = 0.6 cfs, Basin C = 0.6 cfs, Basin E = 0.9
cfs.
I A Storm Water Management Plan will be prepared separately to discuss the impacts the
proposed development will have on the storm water quality. The detention basins are
I physically designed to allow for emergency overflow without flooding any adjacent on-site
building.
VICINITY MAP
NOT TO SCALE
VISTA
CITY OF
SAN MARCOS
APPENDIX
RUNOFF COEFFICIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URBAN)
Coefficient. C
Soil Group (1)
Land Use A B C D
Residential:
Single Family .40 .45 .50 .55
Multi-Units .45 .50 .60 .70
Mobile Homes .45 .50 .55 .65
Rural (lots greater than 1/2 acre) .30 .35 .40 .45
Commercial '
80% Impervious .70 .75 .80 .85
Industrial (2)
90% Impervious .80 .85 .90 .95
NOTES:
Soil Group maps are available at the offices of the Department of Public Works.
Where actual conditions deviate significantly from the tabulated imperviousness
values of 80% or 90%, the values given for coefficient C, may be revised by
multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated
imperviousness. However, in no case shall the final coefficient be less than 0.50.
For example: Consider commercial property on D soil group.
Actual imperviousness = 50%
Tabulated imperviousness = 80%
Revised C = 50 x 0.85 = 0.53
80
A-1
IV-A..9
APPENDIX IX
CO.1Y OF SAN DIEGO
DEPARTMENT OF SANITATION & inr irnr JflH FLOOD CONTROL
20.' ISOPLUVIJ1LS OF 100-YEAI 6410UR
PnECcPITAT13 lctl ETS O PJ. ICH 451
45 20
LAC 35
301 30 MECCA 2 7
SAN CLI VENTE 3-u(
30
151 ! _ 35 ,,40 4
H 2
25
5\
_
1'
S&TSiir
330 100 (3)3 30 JZ
\ )EL MA
43
R
-- '1
r20 . (.,.
45
45
- Prepn .d by 20 -. 5'
U.S. DEPARTMEN r OF COMMERCE
' ) /
••.
— NATIONALOCEANIC AD AT. OSPIIERT C ADM1I3TRAON
'\ ) i--2 ,'( ..' .' ".' .i $PC1A. STUDIES URA4CH. OFFICE OF II L)ROLOGY. NATIONAL WEATHER SERVICE
. SAr
3°' 20 i 35 0
118' 45' 30' 15' 1170 151 30' 151 1,60
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION & 100-YEAR 24-1-10111 PRECIPITATION
FLOOD CONTROL '20..'ISOPLtJVIPLS OF 100 -YEAR 24-11BUR
PRECIPITATION IN 'E]TI1S OF AN WCII
12 j
100 C040-
1 35
I IA &180
70
30
SAN CL ME 41E
60
01
70 lu
tito
t4 55
L
/ C I
T
')'
O \\\ _ I70
40 DIt it 100 'D
0 P 'oYtcr (In fz 0
. \I9i i J..
45,
665
U.S. DEPARTNIENI'OF COMMERCE
e7 -cul.44
PECJAL STUDIES li}ANCII OYIICI OF
NATIONAL OCEANIC AND AT. ONI-11CRIC AOMINts"rRATION 0454
II UIOL()GY. NArIoNAI WATIIER SERVICE SAr . V 0 c2 ( 65UO 5O
30' -i 1-
I 1fl° 1,5' 301 16' 1170 I,';' 30' is' ii °
r., 'Tf1Trflhi:I ui-i ' ' Lt i-i-iiri;rhr.1
. I I Equation: I •= 7,44 p6 D -.645
I Intensity (In./Hr.)
Qi i i p 6 Hr. Precipitation (In.),
II. Il 1 L . 6
Directions for Application:
1) From precipitation naps determine 6 hr. and
24 hr. amounts for the selected frequency.
These maps are printed in the County Hydrology
Manual (10, 50 And 100 yr. maps included in th.
Design and Procedure Manual).
Duration (Mm.)
f 2) Adjust 6 hr. precipitation (if necessary) so
that it is within the range of 45% to 65% of IjIJJ.. Jj.jj:2I 41 the 24 hr. precipitation. (Not pp1icab1e
hi; I to Desert)
V r.
1 F ji u I 3) Plot 6 hr. precipitation on the right. side
of the chart. Nil
Draw a line through the point parallel to the ij(J iLi t:;1rD plotted lines.
This line is the intensity-duration curve for
!i;1I"S s1 9Ct the location being analyzed.
I I I
INTENSITY-DURATIO, ..SIGN CHART
4.0 5 Application Form:
3 1 5
Ln
0) Selected Frequency /2O yr.
2.5 1) p6 in., p24 f.r.'i %*
It
2) Adjusted *
P24
in.
PIiiIIIii IN IN I ud I IRii1
4) I in/hr.
).0 *Not Applicable to Desert Region
30 40 50 1 2 . 3 4 5 6 1.
APPENDIX XI
IV-A-14
I
I
STEADY UNIFOHM FLOW IN OPEN CHAN
N
E
L
S
7-43
KI
Table 7-11. Values of K' in Formula Q = Ws for
Trapezoidal Channels
D = depth of water b = bottom width of channel
Side slopes of channel, ratio of horizontal to vertical
b Ver-
tical J-71 -1 3/4-1 1-1 1-1 2-1 23.-1 3-1 4-1
01 .00068 .00068 .00069.000691.00069-00069 .00069 .00069 .00070 .00070
02 .00213 .00215 .00216 .00217 .00218 .002201.00221 .00222 .00223 .00225
.03 .00414 .00419 .00423 .00426 .00428 .004331.00436 .00439 .00443 .00449
.04
.05
.00660
.00946
.00670
.00964
.0O79
.00fl9
.00685
.00991
.00691
.01002
.007001.00708
.010191.01033
.007 16
.01047
.00723
.01060
.00736
.01086
.06 .0127 .0130 .0132 .0134 .0136 .0138 .0141 .0143 .0145 .0150
.07 .0162 .0166 .0170 .0173 .0175 .0180. .0183 .0187 .0190 .0197
.08 .0200 .0206 .0211 .0215 .0219 .0225 .0231 .0236 .0240 .0250
.09 .0241 .0249 .0256 .0262 .0267 .0275 .0282 .0289 .0296 .0310
.10 .0284 .0294 .0304 .0311 .0318 .0329 .0339 .0348 .0358 .0376
.11 .0329 .0343 .0354 .0364 .0373 .0387 .0400 .0413 .0424 .0448
.12 .0376 .0393 '.0408 .0420 .0431 .0450 .0466 .0482 .0497 .0527
.13 .0425 .0446 .0464 .0480 .0493 .0516 .0537 .0556 .0575 .0613
.14 .0476 .0502 .0524 .0542 .0559 .0587 .0612 .0636 .0659 .0706
.15 .0528 .0559 .0585 .0608 .0627 .0662 .0692 .0721 .0749 .0805
.16 .0582 .0619 .0650 .0676 .0700 .0740 .0777 .0811 .0845 .0912
.17 .0638 .0680 .0716 .0748 .0775 .0823 .0866 .0907 .0947 .1026
.18 .0695 .0744 .0786 .0822 .0854 .0910 .0960 .1008 .1055 .1148
.19 .0753 .0809 .0857 .0899 .0936 .1001 .1059. .1115 .1169 .1277
.20 .0812 .0876 .0931 .0979 .1021 .1096 .1163 .1227 .1290 .1414
.21 .0873 .0945 .101 .106 .111 .120 .127, .135 .142 .156
.22 .0934 .1015 .109 .115 .120 .130 .139 .147 .155 .171
.23 .0997 .1087 .117 .124 .130 .141 .150 .160 .169 .187
.24 .1061 .1161 .125 .133 .140 .152 .163 .173 .184 .204
.25 .1125 .1236 .133 .142 .150 .163 .176 .188 .199 .222
.26 .119 .131 .142 .152 .160 .175 .189 .202 .215 .241
.27 .126 .139 .151 .102 .171 .188 .203 .218 .232 .260
.28 .132 .147 .160 .172 .182 .201 .217 .234 .249 .281
.29 .139 .155 .170 .82 .194 .214 .232 .250 .268 .302
.30 .146 .163 .179 .193 .205 .228 .248 .267 .287 .324
.31 .153 .172 .189 .204 .218 .242 .264 .285 .306 .347
.32 .160 .180 .199 .215 .230 .256 .281 .304 .327 .371
.33 .167 .189 .209 .227 .243 .271 .298; .323 .348 .396
.34 .174 .198 .219 .238 .256 .287 .316 .343 .370 .423
.35 .181 .207 .230 .251 .269 .303 .334 .363 .392 .450
.36 .189 .216 .241 .263 .283 .319 .353 .385 .416 .478
.37 .196 .225 .252 .275 .297 .336 .372 .406 .440 .507
.38 .203 .234 .263 .288 .312 .353 .392 .429 .465 .537
.39 .211 .244 .274 .301 .326 .371 .413 .452 .491 .568
.40 .218 .253 .286 .315 .341 .389 .434 .476 .518 .600
.41 .226 .263 .297 .328 .357 .408 .456 .501 .546 .633
.42 .233 .273 .309 .342 .373 .427 .478 .526 .574 .668
.43 .241 .283 .321 .357 .389 .447 .501. .553 .603 .703
.44 .248 .293 .334 .371 .405 .467 .525 .580 .633 .740
.45 .256 .303 .346 .386 .422 .488 .549 .607 .664 .777
CHART I-103.6C
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4- depression LL..I (3) .15
ELEVATION SECTION
REV. I CITY OF SAN DIEGO - 0ES1GN GUIDE I SHT. NO.
NOMOGRAM-CAPACITY ,CURB
INLET AT SAG
15
HANDBOOK OF HYDRAULICS
for the Solution of
Hydraulic Engineering Problem s
Table 7-I-1. Values of K' for Circular ('ha iitiJs in (lie Formula Ep
it (J =
L) = depth of Wuter a' dj,,n•ter of channel
D
- .00 .01 .02 .03
.0 .00007..00031 .00074
.02 .03 .00 .07 :08 .09
.00238 .00222 .00328 .00435 .0000l'.0077? .1 .00967..0128 .Q142 .0167 .0105 .022.5..0257 J.0291 .0327 .0360 .2 .0406 J
:(
04
(
18 0402 .O37 .0383 0634 .0680 .0738 .0793 .0829 .3 .0907 06 .1027 .1089 .1153 .1218 .-12S-1 .1352 .1420 1.1491) .4 .2361 .033 .1705 .2770 .1854 .1020 .2003 .2082 .2160 .22-139
.5 .2:J2 .239 .247 .233 .203 .271 .279 .287 .293 .30.3 .6 .311 .319 .327 .333 .3.13 .350 .838 .361; .373 .30 .7 .188 .395 .402 .209 .426 .422 .429 ..135 .4-11 .4.27 .8 .453 .438 .463 .468 43 .477 .481 ..is .438 .491 .9 .494 .490 .497 .498 .493 .-198 .496 .492 .489 .483
1.01.463
-STEADY uNrrolt\r FLOW IN OI'EY CHANNELS 7-35
'fable 7-4. For Determining the Area a of the Cross Section of a Circular Cond uit Flowing Part Full depL1ioNiter
dia;neter of channel . and C = the t.11)11130 V-3 Then a
- a
.01) .01 .02 .03 .04 .0.5 .00 .07 .os
.0294
.09
.03.50 .0 .0000 .0013 .0037 .0069 .0205 .0147 .0192 .0242 .1 .0400 .0470 .0534 .0601) .0663 j)739 .0811 .0S35 .0901 .1039 .2 .1118 .1199 .1231 .1:16.5 .14-19 - 13:15 .i.2:l .1711 .ISUO .1891) .3 .1932 .2074 .2167 .2260 .2353 .2450 .2546 .2042 .2739 .28:111 .4 .2034 .3032 .3130 .3229 .3323 .3425 .3527 .3627 .3727 .3327
.5 .393 .403 .423 .423 .433 .443 .4.53 .462 .472 .432 .6 .492 .502 .512 .521 .531 .540 .550 .559 .569 .57S .7 .587 .596 .605 .624 .62.1 .632 .4-20 .640 .657 .600 .8 .04 .681 .689 697 .704 .712 .710 .72.5 .732 .733 .9 .75 .750 .756 .761 .766 .771 .773 .779 .782 .784
I
I
I
I
.- ------- -
TEAl)Y UNIFORM FLOW IN OPEN CHANNELS 7-43
7-42 HANDBOOK OF HYDRAULICS Table 7-I1. Values of K' in Formula Q
KI
- Ws for
K
' Table 7-10. Values of K in Formula Q DsH for Trapezoidal Channels
D - depth of water b - bottom width of channel Trapezoidal Channels (Concluded)
D - depth of water 8 - bottom width of channel Side elopes of channel, ratio of horisont1 to vertical
Side elope, of channel, ratio of horizontal to vertical
b e
.290 .817 1.10
i- 1).f-j
1.00
21 23.-1 31
3.40
4'I
4.30 1.81 .643 1.37 2 41 2.91 1.82 .293 .640 .813 1.09 1.37 1.90 2.41 2.91 3.39 4.30 1.83 .291 .637 .810 1.09 1.37 1.90 2.41 2.90 3.39 4.38 1.84 .289 .634 .807 1.09 1.36 1,89 2.40 2.90 3.39 4.36 1.86 .280 .631 .804 1.08 1.30 1.89 2.40 2.90 3.38 4.34
1.80 .28.4 .628 .801 1.08 1.30 1.89 2.40 2.89 3.38 4.34 1.87 .282 .625 .797 1.08 1.36 1.88 2.30 2.89 3.38 4.34 1.88 .279 .522 .794 1.07 1.35 1.88 2.39 2.88 3.37 4.33 1.89 .277 .520 .791 1.07 1.36 1.88 2.39 2.88 3.37 4.33 1.90 .278 .617 .788 1.07 1.34 1.87 2.38 2.88 3.37 4.33
1.91 .273 .614 .786 1.06 134 1.87 2.38 2.87 3.36 4.32 1.02 .270 .812 .782 1.00 1.34 1.87 2.38 2.87 3.30 4.32 1.93 .208 .609 .779 1.00 1.33 1.88 2.37 2.87 3.30 4.32 1.94 .286 .606 .770 1.05 1.33 1.80 2.37 2.86 3.36 4.31 1.05 .264 .604 .774 1.06 1.33 1.80 2.37 2.88 3.36 4.31
1.00 .262 .801 .771 1.06 1.32 1.85 2.36 2.80 3.35 4.31 1.97 .200 .499 .788 1.04 1.32 1.85 2.30 2.85 3.34 4.30 1.98 .258 .498 .765 1.04 1.32 1.85 2.38 2.85 3.34 4.30 1.99 .280 .494 .762 1.04 1.31 1.84 2.35 2.85 3.34 4.30 2.00 .254 .491 .780 1.04 1.31 1.84 2.35 2.84 3.33 4.29
2.01 .252 .489 .787 1.03 1.31 1.84 2.35 2.84 3.33 4.29 2.02
2.03 .260
.248
.487
.484
.764
.752 1.03
1.03
1.30
1.30 1.83 1.83 2.34 2.34 2.84 2.84 3.33
3,32
4.29
4.28 2.04 .247 .482 .749 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
2.00 .243 .471 .744 1.02 1.29 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 2.09 .237 .471 .730 1.01 1.28 1.81 2,32 2.82 3.31 4.27 2.10 .238 .409 .734 1.01 1.28 1.81 2.32 2.81 3.30 4.26
2.11 .234 .480 .732 1.000 1.28 1.81 2.32 2.81 3.30 4.28 2.12 .232 .484 .720 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 3.29 4.26 2.14 .229 .480 .724 .999 1.27 1.80 2.31 2.80 3.29 4.26 2.16 .227 .468 .722 .998 1.27 1.80 .31 2.88 3.20 4.26
2.18 .220 .460 .720 .994 1.27 1.79 2.30 2.60 3.29 4.25 2.17 .224 .484 .718 .991 1.28 1.70 2.30 2.80 3.28 4.24 2.18 .223 .462 .715 .989 1.20 1.70 2.30 2.79 3.28 4.24 2.19 .221 .460 .713 .987 1.28 1.70 2.20 2.70 8.28 4.24 2.20 .219 .448 .711 .984 1.20 1.78 2.29 2.79 3.28 4.24
2.21 .218 .448 .709 .982 1.25 1.78 2.20 2.78 3.7 4.23 2.22 .210 .444 .708 .980 1.25 178 2.29 2.78 3.27 4.23 2.23 .215 .442 .704 .977 1.26 1.78 2.28 2.78 3.27 4.23 2.24 .213 .440 .702 .976 1.25 1.77 2.28 2.78 3.28 4.23 2.25 .212 .439 .700 .973 1.24 1.77 2.28 2.77 3.26 4.22
- .000 .001 .274 .500 .743 1.24 1.74 2.23 2.71 3.87
Vertic11 -13-14-4
.00068 .00068 .00000 .00009 .00009 .00069 .00009 .00060 .00070 .00d7 .01 .02 .00213 .00215 .00218 .00217 .00218 .00220 .00221 .00222 .00223 .0022 .03 .00414 .00419 .00423 .004.26 .004 28 .00433 .00436 .00430 .00443 .00440 .04 .00660 .00670 .00679 .00085 .00691 .00700 .00208 .007 10 .00723 .0073 .08 .0094(3 .00964 .00979 .00091 .01002 .01010 .01833 .01047 .01000 .0108l
.00 .0127.. .0130 .0132 .0134 .0130 .0138 .0141 .0143 .0145 .0160 .07 .0102 .0180 .0170 .0173 .0176 .0180. .0183 .0187 .0190 .0197 .08 .OIOQ .0206 .0211 .0215 .0219 .0225 .0231. .0230 .0240 .0250 .00 .0241 .0249 .0250 .0202 .0267 .0275 .0282 .0280 .0290 .0310 .10 .0284' .0204 .0304 .0311 .0318 .0329 .0330 .0348 .0368 .0370
.11 .0329 .0343 .0354 .0304 .0373 .0387 .0400 .0413 .0424 .0448 .12 .0376 .0303 .0408 .0420 .0431 .0450 .0400 .0482 .0407 .0827 .13 .0425. .0446 .0464 .0480 .0403 .0510 .0537 .0550 .0575 .0613 .14
.15
.047f
.0528
.0502
.0560
.0524 :0542 .0559 .0587 .0612 .0634 .0059 .0700 .0685 .0008 .0627 .0602 .0092 .0721 .0749 .0805
.10 .0582 .0619 .0650 .0676 .0700 .0740 .0777 .0811 .0846 .0912 .17 .0038 .0080 .0710 .0748 .0775 .0823 .0806 .0007 .0047 .1028 .18 .0005 .0744 .0786 .0822 .0854 .0010 .090Q .1008 .1058 .1148 .10 .0753 .0809 .0857 .0899 .0930 .1001 .1059 .1115 .1189 .1777 .20 .0812 .0870 .0031 .0970 .1021 .1096 .1103 .1227 .1290 .1414
.21 .0873 .0046 .101 .100 .111 .120 .127, .135 .142 .1641 .22 .0034 .1016 .100 .116 .120 .130 .139 .147 .166 .171 .23 .0007 .1087 .117 .124 .130 .141 .150 .100 .109 .187 .24 .1061 .1181 .125 .133 .140 .162 .103 .173 .184 .204 .25 .1125 .1230 .133 .142 .180 .103 .178. .188 .109 .222
.26 .119 .131 .142 .162 .100 .176 .180 .202 .216 .241 .27 .120 .139 .161 .102 .171 .188 .203. .218 .232 .200 .28 .132 .147 ,10) .172 .182 .201 .217 .234 .249 .281 .29 .130 .156 .170 .182 .104 .214 .232 .250 .208 .302 .30 .140 .163 .170 .193 .206 .228 .248 .207 .287 .324
.31 .153 .172 .189 .204 .218 .242 .264. .285 .300 .347 .32 .100 .180 .190 .216 .230 .260 .281 .304 .327 .371 .33 .167 .180 .200 .227 .243 .271 .208 .323 .348 .300 .34 .174 .198 .219 .238 .250 .287 .316 . .343 .370 .423
.36 .181 .207 .230 .261 .280 .303 .334 .303 .302 .460
.30 .180 .210 .241 .203 .283 .310 .353. .388 .410 .478 .37 .106 .225 .252 .276 .297 .330 .372 .406 .440 .607
.38 .203 .234 .283 .288 .312 .363 .302 .429 .406 .537
.39 .211 .244 .274 .301 .326 .371 .413 .462 .401 .668
.40 .218 .253 .286 .316 .341 .389 .434 .470 .618 .000
.41 .220 .203 .297 .328 .367 .408 .460 .601 .640 .033 .42 .233 .273 .300 .342 .373 .427 .478 . .620 .674 .4(4(8 .43 .241 .283 .321 .367 .380 .447 .601 .663 .003 .703
.44 .248 .203 .334 .371 .408 .407 .626 .680 .033 .740 .46 .250 .303 .340 .380 .422 .488 .649 .007 .004 .777
--
4r€ .
------------
(c* () (.o')'
-- I _crS -------------------- --
-
_IIIIiI
-
ii
HYDROLOGY SUMMARY
Travel Time in Grass Swale
Basin Area C L S0 Ti Ii Qi S n b K' fl/b D Area V L Tt Tc I Qf Remarks
No. (ac) (ft) (ft\ft) (mm) (in/hr) (cfs) (%) (ft/ft) (ft) (ft/ft) (ft) (ac) (ft/sec) (ft) (mm) (mm) (in/hr) (cfs) 100-yr event
Existing
[1 4.00 0.656002.00 15.8 3.39 8.8 Sump Inlet
Proposed
Al 0.57 0.85 345 2.50 6.2 6.22 3.0 10.005 0.20 1 5.00 0.1166 0.20 1.00 6.00 0.50 90 2.99 9.15 4.82 2.3 Sump Catch Basin
BI 0.20 0.85 170 1.50 5.1 7.00 1.2 Sump Catch Basin
132 0.27 0.85 200 1.00 6.4 6.09 1.4 Roof Drain
Conf. 0.47 0.85 6.4 2.4 0.005 0.20 7.00 0.0379 0.10 0.70 5.39 0.45 154 5.76 12.16 4.01 1.6
Cl 1.11 0.85 400 1.00 9.0 4.87 4.6 0.005 0.20 7.00 0.0725 0.15 1.05 8.45 0.54 195 5.98 14.98 3.51 3.3 Sump Catch Basin
Dl 0.13 0.85 150 1.00 5.5 6.68 0.7 0.005 0.20 17.00 0.0116 0.05 0.35 2.57 0.29 145 8.42 13.93 3.67 0.4 Sump Catch Basin
El 0.66 0.85 255 1.00 7.2 5.63 3.2 0.005 0.20 7.00 0.0498 0.12 0.84 6.591 0.48 115 4.00 11.18 4.23 2.4 Sump Catch Basin
Fl 0.15 0.85 110 1.00 5.0 7.11 0.9 0.9 On-Grade
GI 0.91 0.85 475 1.00 9.8 4.61 3.6 3.6 Sump Inlet
Total 14.5
565-sd Page 1
HYDROLOGY AND 1/17/2005
HYDRAULIC CALCS
Confi. Sub- AREA "C" CA Sum I L (ft) S(%)l Ti TI Tc I Q L (ft) S (%) Dia. K' D\d Ca V NOTES
Point Basin Ac. CA (Ovrind) (fg) (mm) (mm) mm. in/hr cfs (Pipe) (Pipe) (in) (fps) - 100-yr event
B2 0.27 0.85 0.23 0.23 200 1.00 6.4 0.0 6.4 6.09 1.4 170.00 0.50 10 0.418 0.74 0.62 3.2
0.9 155.00 0.50 10 0.269 0.55 0.44 2.9 Basin E
1.3 218.00 0.50 12 0.239 0.51 0.40 3.2 BasinsD & E
cfs come from hydro flow charts
1.9 65.00 0.50 12 0.349 0.64 0.53 3.6 Basins C, D & E
2.5 58.00 6.00 12 0.133 0.36 0.25 9.8 Basins B, C, D & E
4.3 43.00 5.88 18 0.078 0.27 1 0.17 11.2 Basins A, B, C, D & E
565-sd
Page 2
DETEZ4TION STORAGE COMPUTATION PROCEDURE
,15'//Y
SINGLE HYDROGRAPH FORM
Input Variables (Urban Conditionsi
Six hour precipitation amount (inches) P
Time of concentration (mm.) T
Coefficient of runoff C
Basin area (acres) A
Time to
T
peak t'2'
- 2•OTCKD/(1 + K,) ja 1. 1072T, T.
Time of hydrograph to begin
T3 20 -T, Ts
Time of hydrograph to end T8 Ta - 20 + 1.5 T,
Peak flow
Q,
IT*-
-CIA
7.44 P/T005 1-16' in.
Surrounding flow (Q3)
Depth of precipitation for 2 hours
- 7.44 P/l200"5(2 hr.)
D10 0.6785 P6 1.93 in.
Depth of 4precipitation for hydrograph
DK (PT)/5.83 in.
Surrounding Intensity
Is - 60(D12 - DH)/(120 - 2.5T)
Is - in./hr.
QCIaA Q.
Outflow
C T - /7- /'/ mm.
I 7.44 P6/TO—&s- /-' in./hr.
QN CIA QN
1. Plot on Hydrograph
a. Draw line from surrounding flow intercept with
beginning hydrograph limb to QK
2. Estimate volume needed for reservoir
Determine preliminary reservoir dimensions
Surrounding flow discharges directly through
reservoir without detaining any storage
3. Size outlet works
Outlet flow, Q less than or equal to QH
Stay within the limits of the reservoir
4. Rout
a. Refine reservoir dimensions and/or outflow
facility . -- -
DETENTION 8TORAGE COMPUTATION PROCEDURE
- SINGLE HYDROGRAPH FORM
1)oi /1 L
Input Variables (Urban Conditions
Six hour precipitation amount (inches) P4 2. 7
Time of concentration (mm.) T
Coefficient of runoff C
Basin area (acres) A - /+
Time to peak
Tr - 2.0TCKD/(l + K,) - 1. 1072T, T,
Time of hydrograph to begin
T3 -20-T T.
Time of hydrogra'ph to end
T5 -20+l.5T, T. Peak flow
CIA Q7
IT, 7.44 P4/T0M$ '< / in. /hr.
Surrounding flow (Q8)
Depth of precipitation for 2 hours
D120 - 7.44 P4/1200"(2 hr.)
1 D1 0.6785 P4 - 1gj in.
Depth of precipitation for hydrograph
DH (P4T"')/5.83 I-/i in.
Surrounding Intensity
60(D10 - D)/(120 - 2.5T)
in./hr.
QCI3A Q 0.2
Plot Hvdrograh and Surrounding Flow
i;a# (.a 4F1'Lk! W.3it I.) ,TJ1
Outflow
C o.5$ T - ,/7Z mm.
I - 744 P4/T40&5 in. /hr.
QMCIA QN
1. Plot on Hydrograph
a. Draw line from surrounding flow intercept with
beginning hydrograph limb to QN
2. Estimate volume needed for reservoir
Determine preliminary reservoir dimensions
Surrounding flow discharges directly through
reservoir without detaining any storage
3. Size outlet works
Outlet flow, Q less than or equal to Q
Stay within the limits of the reservoir
4. Rout
a. Refine reservoir dimensions and/or outflow
facility -
&. DETENTION STORAGE COMPUTATION PROCEDURE
SINGLE HYDROGRAPH TORN
InDut Variables (Urban Conditions)
Six hour precipitation amount (inches) P
Time of concentration (mm.) To VA,e-k19
Coefficient of runoff C _.85
Basin area (acres) A
Time to peak
- 2.OTCKD/(]. + K,) - 1.1072T T,
Time of hydrograph to begin
T3 - 20 - T, T3 _13)i\
Time of hydrograph to end T5 -20+l.5T, TB
Peak flow Q, CIA Q,
IT, -7.44 P/T005 - 3'-/ in./hr.
Surrounding flow (Q3)
- Depth of precipitation for 2 hours
D130 - 7.44 P/1200"5(2 hr.)
D10 0.6785 P 1-3 in.
Depth of 0precipitation for hydrograph
DH - (PT")/5.83 - /-Z/ in.
Surrounding Intensity
Is - 60(D1 - DH)/(120 - 2.5T)
Is - O A. '/c in. /hr.
QCI3A Q
i1!I4 (.xa FWon. T4r.)
Outflow
C - o-- T - //7 mm.
I 744 P6/T,0-&s- 3-5I in. /hr.
QNCIA QN
1.. Plot on Hydrograph
a. Draw line from surrounding flow intercept with
beginning hydrograph limb to QN
2. Estimate volume needed for reservoir a. Determine preliminary reservoir dimensions
b Surrounding flow discharges directly through
reservoir without detaining any storage
3. Size outlet works
Outlet flow, Q less than or equal to Q
Stay within the limits of the reservoir
4. Rout
a. Refine reservoir dimensions and/or outflow facility -- -
•F . I ••
Ti •tó.. 2.Jo '/"T,
lql .. . . •2'Y,?
DETENTION 8TORAGE COMPUTATION PROCEDURE
oii 1) SINGLE HYDROGRAPH FORM
Input Variables (Urban Conditions)
Six hour precipitation amount (inches) P4
Time of concentration (mm.) T. X'3
Coefficient of runoff C
Basin area (acres) A
Time to peak
- 2.OTCKD/(l + K,) l. 1072T0 T,
Time of hydrograph to begin
T3 -20-T To
Time of hydrogra'ph to end
T2 1.\3 T3 -20+1.5T,
Peak flow
Q1
IT,
=CIA
-7.44 P4/T00'4' - in./hr.
Surrounding flow (Q)
Depth of precipitation for 2 hours
D1 - 7.44 P4/1200"(2 hr.)
D1 0.6785 P4 1-83 in.
Depth of precipitation for hydrograph
DR - (P4T00 )/5.83 I. ir8 in.
Surrounding Intensity
60(D - DH)/(120 - 2.5T0)
"/6 in./hr.
Q- CIA Q
I'14 (.p ;m iW-1I4 •flb irc
Outflow
C O.?S T - /J-?J mm.
I - 744 P4/T00 - in./hr. 0 q
-
(4r CIA ____
1. Plot on Hydrograph
a. Draw line from surrounding flow intercept with
beginning hydrograph limb to Q
2. Estimate volume needed for reservoir
Determine preliminary reservoir dimensions
Surrounding flow discharges directly through
reservoir without detaining any storage
3. Size outlet works
Outlet flow, Q less than or equal to QN
Stay within the limits of the reservoir
4. Rout
a. Refine reservoir dimensions and/or nuf low
facility
'o T Sb
43;3
DETENTION STORAGE COMPUTATION PROCEDURE
E SINGLE HYDROGRAPH FORM
InDut Variables (Urban Conditions
Six hour precipitation amount (inches) P
Time of concentration (mm.) T
Coefficient of runoff C
Basin area (acres) A - '6
Time to peak 72-38 2.OTCKD/(1 + K,) - 1. 1072T,
Time of hydrograph to begin 7~z T3 -20-T, 78
Time of hydrograph to end
TB 2O+l.ST, Tit
Peak flow
Q—CIA
IT, - 7.44 P/T °'45 — 'Y-2J in. /hr. Q,
Surrounding flow (03)
Depth of precipitation for 2 hours
D1, - 7.44 p/1200MS(2 hr.)
D1 , 0.6785 P f' in.
Depth of precipitation for hydrograph
DU (PT 0 )/5.83 - i.7 in.
Surrounding Intensity
is 60 (DIN - Dx)/(120 - 2.5T)
it -t3 in./hr.
Q3 C13A Q$
1!1; (.a ;F -4àE1'ik! n-r .1-1!
Outflow
C — T - mm.
I - 7.44 pd/T ° in. /hr. g (41 CIA QN
1. Plot on Hydroqraph
a. Draw line from surrounding flow intercept with
beginning hydrograph limb to Q
2. Estimate volume needed for reservoir
Determine preliminary reservoir dimensions
Surrounding flow discharges directly through
reservoir without detaining any storage
3. Size outlet works
Outlet flow, Q less than or equal to Q
Stay within the limits of the reservoir
4. Rout
a. Refine reservoir dimensions and/or outflow
facility sksbAwd
I
I
N
RECEIVED
FEB 18ZO
O
5
I
ENGINEE
R
I
N
G
DEPARTM
E
N
T
I
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Al