HomeMy WebLinkAboutCT 2017-0005; 800 GRAND AVENUE; FINAL DRAINAGE STUDY; 2019-07-22FINAL DRAINAGE STUDY
FOR,
GRAND WEST
CT 2017-0005
CARLSBAD, CA 92008
PREPARED FOR:
ERIC DE JONG
807 EAST MISSION ROAD
SAN MARCOS, CA.
(760) 744-7191
PREPARED BY:
AA
MASSON
& ASSOCIATES. INC.
MASSON & ASSOCIATES, INC.
200 E. Washington Ave. Suite 200
Escondido, CA 92025
(760) 741-3570
BY: -Uj
/ Robert D'Amaro, RCE# C08 1 ()
Or
PN. 16277
Date: January 22, 2019
Updated: May 22, 2019
Updated: July 22, 2019
REC1EWIE
SEP 292020
LAND DEVELOPMENT
ENGINEERING
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VICINITY MAP
INTRODUCTION
EXISTING DRAINAGE
TABLE OF CONTENTS
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PROPOSED DRAINAGE
HYDROLOGY CRITERIA
HYDROLOGY METHODOLOGY
CONCLUSION
APPENDIX
EXISTING CONDITION MAP
PROPOSED CONDITION MAP
HYDROLOGY CALCUA TIONS
UNDERGROUND VA ULTAND PUMP
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GRAND WEST
CARLSBAD, CA
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ALft. (UUt(U. INUL.A b—ibD
VICINITY MAP:
NOT TO SCALE
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INTRODUCTION:
The project site is located on 972 and 988 Grand Avenue, and is bounded by existing residential
development on the east & west, and a multi-family residential on the north side of the project. The project
fronts Grand Avenue (public roadway). The proposed project will remove the two (2) existing residential
lots and convert them into one single lot (approximately 0.43 acres) and develop a 6-unit triplex townhouse
condominium.
This drainage report analyzes the difference in the pre-development and the post-development storm water
discharge from the site, including basin routing calculations through the site's three (3) water quality bio-
Ifiltration basins.
EXISTING DRAINAGE:
The project site is currently developed with two (2) existing single family homes, with miscellaneous
hardscape and landscaping. Each lot primarily drains from the rear of the lot towards Grand Avenue, as a
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typical lot drainage towards the street (See Existing Condition Map in Appendix). Drainage is then
conveyed along Grand Avenue to an existing concrete cross gutter, crosses over Grand Avenue, then
continues along Grand Avenue west until it is collected into an existing curb inlet located west of the
southwest corner of Jefferson Street and Grand Avenue, and ultimately drains onto Buena Vista Lagoon.
PROPOSED DRAINAGE:
U The proposed developed project site will be designed so that it will have three (3) separate drainage basins
that drain directly into three (3) separate water quality basins (See Proposed Condition Map in Appendix).
IEach basin will be designed to provide water quality treatment for the site, but will also provide some
attenuation for 100 year flood control. All basins will discharge into an underground vault that will have a
mechanical pump. This will pump runoff up into an above ground planter/vault located on-site, that will
Idischarge runoff via gravity into Grand Avenue. All the discharged runoff from the site drains into an
existing curb inlet located just west of the southwest corner of Jefferson Street and Grand Avenue, and
ultimately drains onto Buena Vista Lagoon as an existing condition.
HYDROLOGY:
ITable 1 summarizes the key hydrology assumptions and criteria used for the calculations.
Table 1: Hydrology/Hydraulic Criteria
Existing and Proposed Hydrology 100 year storm frequency
Soil Type Hydrologic Soil Group B (based on NRCS Websoil
Survey)
Total Project Area 18,550 sq. ft.
Existing Tc (Time of Concentration) 5 minutes
Proposed Tc (Time of Concentration) 5 minutes to each basin
Existing and Proposed Pervious Runoff Coefficients
(Cp)
0.32 (Single Family Residential), 0.58 (Multi-Family
Residential) Per Table 1 of the County of San
Diego's Evaluation of Rational Method "C" Values
Rainfall Intensity See Calculations
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HYDROLOGY METHODOLOGY:
Hydrology calculations were completed for the existing and ,proposed condition for the site using the
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Rational Method as described in the San Diego County Hydrology Manual dated June 2003 as follows:
Q=CIA;
Where: Q = peak discharge, in cubic feet per second (cfs)
C = runoff coefficient
I = average rainfall intensity (in/hr)
A= drainage area (acres)
The runoff coefficient for each lot was determined by using the following San Diego County Hydrology
formula:
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C = 0.90 x (% Impervious) + Cp (l-% Impervious)
Where:Cp = 0.32 (Single-Family Residential (Table 1)
Table 2 below summarizes the results for the existing condition runoff coefficient and Table 3 for the
proposed condition.
Table 2: Summary of Existing Condition Coefficient Results
Basin Total Area
(SF)
Impervious
(SF)
Pervious
(SF) % Impervious % Pervious C
1 9275 3395 5880 37 63 0.53
2 9275 3758 5517 41 59 0.56
Avg.Total 18550 7153 11397 39 61 0.55
Table 3: Summary of Proposed Coefficient Results
Basin Total Area
(SF)
-
Impervious
(SF)
Pervious % Impervious (SF)
% Pervious C
1 3823 2283 1540 60 40 0.67
2 3749 2173 1577 58 42 0.66
3 10112 8850 1262 88 12 0.83
I The average rainfall intensity (I) was evaluated for each lot using the following County of San Diego's
formula:
II =
Where: P6 = 2.75 in (Precipitation for 100-yr 6-hr storm (See Figure 3-1))
Tc = Time of Concentration
I The peak flow runoff for the existing and proposed condition was determined at conveyance point (CP #2).
Table 4 below summarizes these results for the exiting and Table 5 for the proposed.
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Table 4: Summary of Existing Condition Peak Flow Runoff
Intensity CP 4* C Tc (mins) P6 Area (acres) 0100 (cfs) (in/hr)
1 0.55 5.00 2.75 7.2 0.42 1.66
Table 5: Summary of Proposed Condition Peak Flow Runoff to each Basin
0100 (Before 0100 (After
Basin C Tc (mins) Intensity Area (acres) Attenuation) Attenuation) (in/hr) (cfs) (cfs)*
1 0.67 5 7.2 0.09 0.44 0.27
2 0.66 5 7.2 0.09 0.43 0.31
3 0.83 5 7.2 0.23 1.38 0.78
Total
(CP#1) - - -
0.41 2.25 1.37
*See attenuation Calculation for reference
I Proposed Drainage System
City regulations require that the post-development peak flow (Qioo) discharge may not exceed the pre-
developed peak flow rate. Storm runoff from the development are directed into proposed bio-filtrations
basins, for which these are designed to provide water quality treatment for the site, but they also provide
peak attenuation. These Basins were analyzed to determine if there was enough available storage to handle
the peak volume from each of the basin watersheds (See Hydrology Calculations in Appendix). Table 6
below summarizes these results.
Table 6: Summary of Proposed Basins
Free Board Basin Total Riser Basin Area W/S Depth Basin Total Basin Volume Basin toTopof Depth (ft) Depth (ft) (sf) (ft) Volume (cf) Used (cf) Wall (ft)
1 2.97 1.00 94 1.43 396 225 1.54
2 1.75 0.5 73 0.89 217 148 0.86
3 1.95 0.5 260 1.39 827 584 0.56
Per the result shown in the tables above, basins accumulative volume provided for 100-yr Peak volume are
greater that the basins required total volume. Therefor the combined proposed basins have the capacity to
retain the existing peak volume. (See Hydrology Calculations in Appendix utilizing the Hydrology Studio).
The underground vault storage of and a mechanical pump are required to pump 32 GPM (0.07 cf) to the
above ground. The underground vault would be a 4'x4' with 10' height to provide 160 cf volume. (See
Underground Vault and Pump in the Appendix).
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CONCLUSION
Using the hydrology calculations indicated, we have determined the pre- & post-development peak flows
(Qioo) for the site. In the pre-development condition the flows were determined to be 1.66 cfs, and the post-
development conditions flows were determined to be 2.25 cfs. This shows an increase in the overall peak flows from
pre- to post-development. Bio-retention basins will be used for attenuation to reduce the post-development flows to
1.37 cfs, which is below the pre-development condition. All the basins eventually discharge from the same ultimate
concentration point, and onto the existing drainage route.
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I San Diego County Iiyrnbgy Manu1 Section: 3
Date e2003 Jun Page: 6 of 26
Table 3-1 I RUNOFF COEFFICIENTS FOR IJREAN AREAS
Laud Ue Runoff Coefficient 'C
I Soil Typ
e NRCS Elemetiri County Elerneiir % IMPER. A B I)
Undisturbed Natural Terrain (Natural) Permarteni Opii Space 0 0.20. 025 0.30 0.35
low ty Residential (113K) Residential, 1,0 I)U/A or less 10 0,27 0.36 0.41 I Low Density Rcdernial (11)k) ResidentiaL 20 DO/A or less 20 034 0.38 0.42 0.46
Low Density Residential (LI)R) Residential, 2.9 DtJiA or less 23 0.24 0.41 0.43 0.40
Medium Density Residenlial (MDR Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 032 I Medium Density Residential (MDR) Realdentia], 7.3 DIJ/A or less 40 0.48 0.51 0.54 037
Medium Density Reaitknhial (MDR) Residential. 10.9 DUIA or less 45 0.52 034 0.57 0.60
Medium Density Residential (MDR) Residential. 14.5 DO/A or lets 50 0.55 0.60 0.63
I High Density Residential (l-IDR) Residential, 24.0 DU/A or less 65 0.156 0.67 0.69 0.71
High Density Residential (ILDR) Residential, 43.0 DO/A or less 80 0,76 0.77 0.78 0.79
('onsmerciaslilndttatrial (N. Corn) Ncighborhod Commercial 80 0,76 0,77 078 0,79
• (:omrneial/lndlrjal G. Corn General (ommcreial 85 0,80 0.81) O.M1 11.82
I ('onimcsvjaVlndustrial (O.J. Coin) Office lssiisnal4onirne 00 0.83 0.84 9.84
cnmrneicjo?ilndusmal (Limited ted 1) Limited Industrial 90 083 084 084 085
--------- ---- --------
ha values associated with 0% impervious may be used for direct calculation of tbu runoff eacificient as described in Section 3.1.2. s es pting us the pervio runoff
com.lficment Cp for the soil type) or for SLUIS that will remain unCh thTbLd in pm.rpclumty. Justification most b v.en that the area will remain natural forever (e.g., the area
ic located in Cleveland National Forest).
DIYA dwelling uttfts per acre
NRCS "National Resources Conservation Service
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Directions for Application:
(6) From prodpiiatisi, mops determine 6 hr and 24 hr amounts
for the selected frequency. These maps are Included in the County Hydrology Manual (10, 60, and 100 yr maps included
in the Design and Procedure Manuel).
(2) Adjust 6 tsr precipitation (ii necessary) so that it is within
the range of 45% to 65% 06 tlw 24 1w precipitation (not
sppticeple to Desert).
(5) Plot 6 hr precipitation or, the r191i1 side of the dirt,
(4) Draws One through the point parallel to the plotted lines.
(S) This tine is the intensity-duration curve for the location
being analyzed,
Application Form:
Selected frequency 100 ._, year
P6 ..!Y._. .. 24 .
5 4.50 ±L_ %(21
Adjusted p(Z
t- _rnln.
I= ,.jnJhr. 4.0
3,5 ..- Note: The chart replaces the trtlerreity-l:)urabors.Frequancy
30 curves used since 1965.
24 3.5
2.0
1.5
pu1'il ,.s.Fz 2.51 l.:4 !sl I I'I
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25 000 140157 233:2.110 327 273 '420407 513 550
ID 053 124 53.257249 253 332 : 573 .4 11 4116 : 404
14 "40 oss1es.I54; 1732117241 2763l0540 379463
50 05 O.VQ:I15,143 I7921..119 2.39:253:200 320370 60 053 :080,150,I3,:I55 185 212'259265 200,315 ID SU :o.oi' 5021521.23 1.43 1.03 1.1141 204 2.23 247
'120 031051568055)153 iTS I., 1u13(.170 187 204
610 o29s44500 o3:085 1031611,132147 '1.02 175
160 025.039;U52o55lo71051 1011118.131 144:157
24002202394Z2'054:01150?eeorO.95i10111119120 300 oI902aO38'047'05420O6D715e5.5S4[tO31I3 560 0lP025533'0421050'058 04 07558I5O62iI.0C
2 3 4 5 0
Hours
ntertsIty.CuratJon Design Chart - Template
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I APPENDIX
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I EXISTING CONDITION MAP
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LEGEND
CONCENTRATION POINT NUMBER
r iu
- ] - -
___ ...J,
TO REMAIN TO REMAIN J
BASIN,BOUNDARY Y-1
RUSH KUSH
-
I ________ / - - - ____________ - - - ___________>--- FLOW 01 EN S E
`7 TREES
j . BASIN 2 IT ' CBASIN I /
— ) çI DIRT
I J J PROJECT BOUNDARY Ii 0,21 0.8 //) \ 0.21 0.8 "
\ //1 i - HARDSCAPE AREA , Ex RE
TO REMAIN
CONC A L 215 FT
DENSE
STRUCTURES ... .... .... — ) .... TES S = 17 1 ___ LANDSCAPE AREA
LA4
A4.AA.AJJ' . WEE ,-. I
/ CON
\ _ / -
—
* — — ' —
DENSE
TREES EX. ~TRU-CliRE
-0 13EMAIN
EX. STRI"HK
..... .•• -
H —S71110 TUP2
7 TO REMAIN
E\MAI 11 /A
I IV / LAWN
rc
.
TREES
....
.._ WE'
LA
-
-
---j (
1 10-1011 77,07,
4. ; /
_1
U-- --- J/) - -- /- .-----..- __.- __...... ......... ......L . DUN & .T — --. .- -- --------
-s — S S — ____ - S
d~r 121-0 ASPH
Cp#1 --
I GRAND AVE QTo tal = 1 .66 cfs
............:...--
...
.....
.....--.—........---- -------- ::
/ DUNK ' TREES
-
(WES - - - - - -- -__----- - Ir -31 JC L
DENSE /v7 .1sc!J DENSE
TR--ES
Tr
IRFES * ___ CEH
—
DENSE -- .HII V C>,, . .' -'-..'.'.
CD
__ 100—YEAR DISCHARGE
SYMBOL DESCRIPTION
BASIN
BASIN DESIGNATION
J L __ ___
BASIN AREA (AC)
...........
......... . . . . . . ........
AH
A
Q 1]
C BASIN Q (CFS.)
. . ........
' \
N k
......
Pre-Existing Basin 1
H rdscape (sf) 1987
Structures (sf) 1408
Landscape (sf) 5880
Tota l (sf) 9275 1.
Total (ac) 0.21
i-I ("I 0! tI cI gi PROJECT..., H
LOCATION
LACUNA DR. LACUNA DR.
A
Al
CARLSBAD
CALIF. 000RD. INDEX 362-1665
ViCINITY MAP:
Pre-Existing Basin 2
Har sca I pe (sf) 1843
Structures (sf) 1915
Landscape. (sf) 5517
Tota l (sf) 9275
Total (ac) 0.21
CIA Co
C/)
LU
NOT TO SCALE
Planning ,& Engineering A Surveying
Solved.
200 E. Washington Ave., Suite 200
Escondido, CA 92025
0. 760.741.3570 M A S S 0 N F. 760.741.1786
& ASS OCIATES, INC.
CITY OF CAR— - AD CID # C Ic (mins) P6 Intensity (in/hr) Area (acres) Q100 (Cf S)
1 0.55 5.00 2.75 7.2 0.42 1.66
EXISTING
20 10 0 20 40 60
SCALE IN FEET
GRAPHIC SCALE
1"=20'
HYDROLOGY MAP
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I PROPOSED CONDITION MAP
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SYMBOL DESCRIPTION
FBAS I N j BASIN DESIGNATION
BASIN AREA (AC)
(AC Q BASIN Q (CFS.)
/N
/
N.
CONCENTRATION POINT NUMBER
10
,
0-YEAR DISCHARGE
h
BASIN BOUNDARY
/
FLOW LINE
PROJECT BOUNDARY
. ..... 3 7J -4i -
SWLK CONCRETE
I \ STRUCTURES
LANDSCAPE
BIOFILTRATION BASIN,
Boom.PAVERS
... ...... . ...... . ........... .
PATIOS
\
/F........
-
r vfl ........
- 1
1
/
- - - - -
v)
0 Cn
PROJECT
LOCATION
LAGUNA DR. LAGUNA DR.
C,
ff- \\
Basin _1
Structure Area (sf) 1873
Landscape Area (sf) 1441
Paved Area/Patio (sf) 278
Wall/Misc Area (sf) 132
Biofiltration Area (sf) 98
Total (sf) 3823
Total (ac) 0.09 - -,
A%/ GRAND
/ N N
___ / -
CARLSBAD
CALIF COORD INDEX
VICINITY MAP:
NO
A P I e-i n niriri A A c I I
Basin 2
Structure Area (sf) 1870
Landscape Area (sf) 1504
Paved Area/Patio (sf) 303
Wal I/Mi sc Area (sf) 0
Biofiltration Area (sf) 73
Total (sf) 3749
Total (ac) 0.09
0100 (Before Q100 (After IntensityArea
Basin C Ic (mins) (acres) Attenuation) Attenuation) (in/hr)
(cfs) (cfs)*
1 0.67 5 7.2 0.09 0.44 0.27
2 0.66 5 7.2 0.09 0.43 0.31
3 0.83 5 7.2 0.23 1.38 0.78
oa I -
-
- 041 225 137 (CP#1)
Basin 3
Structure Area (sf) 2671
Landscape Area (sf) 1002
Paved Area/Patio (sf) 6092
Wall/Misc Area (sf) 87
Biofiltration Area (sf) 260
Total (sf) 10112
Total (ac) 0.23
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20 10 0 20 40 60
1
SCALE IN FEET
GRAPHIC SCALE
1 "=20'
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I HYDROLOGY CALCULATIONS
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Existsing Basin 1
RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992,2001 RICK ENGINEERING COMPANY
RUN DATE 7/8/2019 HYDROGRAPH FILE NAME Text 1 TIME OF CONCENTRATION 5 MN. 6 HOUR RAINFALL 2.75 INCHES BASIN
AREA 0.42 ACRES
RUNOFF COEFFICIENT 0.55 PEAK DISCHARGE 1.7 CFS
TIME (MN) = 0 DISCHARGE (CFS) = 0
TIME (MN) = 5 DISCHARGE (CFS) = 0
TIME (MN) = 10 DISCHARGE (CFS) = 0
TIME (MN) = 15 DISCHARGE (CFS) = 0
TIME (MN) = 20 DISCHARGE (CFS) = 0
TIME (MN) = 25 DISCHARGE (CFS) = 0
TIME (MN) = 30 DISCHARGE (CFS) = 0
TIME (MN) = 35 DISCHARGE (CFS) = 0
TIME (MN) = 40 DISCHARGE (CFS) = 0
TIME (MIN) = 45 DISCHARGE (CFS) = 0
TIME (MN) = 50 DISCHARGE (CFS) = 0
TIME (MN) = 55 DISCHARGE (CFS) = 0
TIME (MN) = 60 DISCHARGE (CFS) = 0
TIME (MN) = 65 DISCHARGE (CFS) = 0
TIME (MN) = 70 DISCHARGE (CFS) = 0
TIME (MN) = 75 DISCHARGE (CFS) = 0
TIME (MN) = 80 DISCHARGE (CFS) = 0
TIME (MN) = 85 DISCHARGE (CFS) = 0
TIME (MN) = 90 DISCHARGE (CFS) = 0
TIME (MN) = 95 DISCHARGE (CFS) = 0.1
TIME (MIN) = 100 DISCHARGE (CFS) = 0.1
TIME (MN) = 105 DISCHARGE (CFS) = 0.1
TIME (MN) = 110 DISCHARGE (CFS) = 0.1
TIME (MN) = 115 DISCHARGE (CFS) = 0.1
TIME (MIN) = 120 DISCHARGE (CFS)= 0.1
TIME (MN) = 125 DISCHARGE (CFS) = 0.1
TIME (MIN) = 130 DISCHARGE (CFS)= 0.1
TIME (MIN)= 135 DISCHARGE (CFS)= 0.1
TIME (MN) = 140 DISCHARGE (CFS) = 0.1
TIME (MN) = 145 DISCHARGE (CFS) = 0.1
TIME (MN) = 150 DISCHARGE (CFS) = 0.1
TIME (MN) = 155 DISCHARGE (CFS) = 0.1
TIME (MN) = 160 DISCHARGE (CFS) = 0.1
TIME (MIN)= 165 DISCHARGE (CFS)= 0.1
TIME (MN) = 170 DISCHARGE (CFS) = 0.1
TIME (MN) = 175 DISCHARGE (CFS) = 0.1
TIME (MN) = 180 DISCHARGE (CFS) = 0.1
TIME (MN) = 185 DISCHARGE (CFS) = 0.1
TIME (MN) = 190 DISCHARGE (CFS) = 0.1
TIME (MN) = 195 DISCHARGE (CFS) = 0.1
TIME (MN) = 200 DISCHARGE (CFS) = 0.1
TIME (MN) = 205 DISCHARGE (CFS) = 0.1
TIME (MN) = 210 DISCHARGE (CFS) = 0.1
TIME (MIN) = 215 DISCHARGE (CFS) = 0.1
TIME (MN) = 220 DISCHARGE (CFS) = 0.2
TIME (MN) = 225 DISCHARGE (CFS) = 0.2
TIME (MN) = 230 DISCHARGE (CFS) = 0.2
TIME (MN) = 235 DISCHARGE (CFS) = 0.3
TIME (MN) = 240 DISCHARGE (CFS) = 0.4
TIME (MN) = 245 DISCHARGE (CFS) = 1.7
TIME (MN) = 250 DISCHARGE (CFS) = 0.3
TIME (MN) = 255 DISCHARGE (CFS) = 0.2
TIME (MN) = 260 DISCHARGE (CFS) = 0.1
TIME (MN) = 265 DISCHARGE (CFS) = 0.1
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Existsing Basin 1
TIME (MIN) = 270 DISCHARGE (CFS) = 0.1
TIME (MN) = 275 DISCHARGE (CFS) = 0.1
TIME (MN) = 280 DISCHARGE (CFS) = 0.1
TIME (MN) = 285 DISCHARGE (CFS) = 0.1
TIME (MN) = 290 DISCHARGE (CFS) = 0.1
TIME (MN) = 295 DISCHARGE (CFS) = 0.1
TIME (MN) = 300 DISCHARGE (CFS) = 0.1
TIME (MN) = 305 DISCHARGE (CFS) = 0.1
TIME (MN) = 310 DISCHARGE (CFS) = 0.1
TIME (MN) = 315 DISCHARGE (CFS) = 0.1
TIME (MN) = 320 DISCHARGE (CFS) = 0.1
TIME (MN) = 325 DISCHARGE (CFS) = 0
TIME (MN) = 330 DISCHARGE (CFS) = 0
TIME (MN) = 335 DISCHARGE (CFS) = 0
TIME (MN) = 340 DISCHARGE (CFS) = 0
TIME (MN) = 345 DISCHARGE (CFS) = 0
TIME (MN) = 350 DISCHARGE (CFS) = 0
TIME (MN) = 355 DISCHARGE (CFS) = 0
TIME (MN) = 360 DISCHARGE (CFS) = 0
TIME (MN) = 365 DISCHARGE (CFS) = 0
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Post Basin 1
RATIONAL METHOD HYDROGRAPITI PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY
RUN DATE 7/8/2019 HYDROGRAPH FILE NAME Text! TIME OF CONCENTRATION 5 MIN. 6 HOUR RAINFALL 2.75 INCHES BASIN
AREA 0.09 ACRES
RUNOFF COEFFICIENT 0.67 PEAK DISCHARGE 0.436 CFS
TIME (MIN) = 0 DISCHARGE (CFS) = 0
TIME (MN) = 5 DISCHARGE (CFS) = 0
TIME (MIN) = 10 DISCHARGE (CFS) = 0
TIME (MIN) = 15 DISCHARGE (CFS) = 0
TIME (MIN) = 20 DISCHARGE (CFS) = 0
TIME (MIN) = 25 DISCHARGE (CFS) = 0
TIME (MIN) = 30 DISCHARGE (CFS) = 0
TIME (MIN) = 35 DISCHARGE (CFS) = 0
TIME (MN) = 40 DISCHARGE (CFS) = 0
TIME (MN) = 45 DISCHARGE (CFS) = 0
TIME (MN) = 50 DISCHARGE (CFS) = 0
TIME (MN) = 55 DISCHARGE (CFS) = 0
TIME (MN) = 60 DISCHARGE (CFS) = 0
TIME (MN) = 65 DISCHARGE (CFS) = 0
TIME (MN) = 70 DISCHARGE (CFS) = 0
TIME (MN) = 75 DISCHARGE (CFS) = 0
TIME (MN) = 80 DISCHARGE (CFS) = 0
TIME (MN) = 85 DISCHARGE (CFS) = 0
TIME (MN) = 90 DISCHARGE (CFS) = 0
TIME (MN) = 95 DISCHARGE (CFS) = 0
TIME (MIN) = 100 DISCHARGE (CFS) = 0
TIME (MN) = 105 DISCHARGE (CFS) = 0
TIME (MN) = 110 DISCHARGE (CFS) = 0
TIME (MN) = 115 DISCHARGE (CFS) = 0
TIME (MN) = 120 DISCHARGE (CFS) = 0
TIME (MN) = 125 DISCHARGE (CFS) = 0
TIME (MN) = 130 DISCHARGE (CFS) = 0
TIME (MN) = 135 DISCHARGE (CFS) = 0
TIME (MN) = 140 DISCHARGE (CFS) = 0
TIME (MN) = 145 DISCHARGE (CFS) = 0
TIME (MN) = 150 DISCHARGE (CFS) = 0
TIME (MN) = 155 DISCHARGE (CFS) = 0
TIME (MN) = 160 DISCHARGE (CFS) = 0
TIME (MN) = 165 DISCHARGE (CFS) = 0
TIME (MN) = 170 DISCHARGE (CFS) = 0
TIME (MN) = 175 DISCHARGE (CFS) = 0
TIME (MN) = 180 DISCHARGE (CFS) = 0
TIME (MN) = 185 DISCHARGE (CFS) = 0
TIME (MN) = 190 DISCHARGE (CFS) = 0
TIME (MN) = 195 DISCHARGE (CFS) = 0
TIME (MN) = 200 DISCHARGE (CFS) = 0
TIME (MN) = 205 DISCHARGE (CFS) = 0
TIME (MN) = 210 DISCHARGE (CFS) = 0
TIME (MN) = 215 DISCHARGE (CFS) = 0
TIME (MN) = 220 DISCHARGE (CFS) = 0
TIME (MN) = 225 DISCHARGE (CFS) = 0.1
TIME (MN) = 230 DISCHARGE (CFS) = 0.1
TIME (MN) = 235 DISCHARGE (CFS) = 0.1
TIME (MN) = 240 DISCHARGE (CFS) = 0.1
TIME (MN) = 245 DISCHARGE (CFS) = 0.436
TIME (MN) = 250 DISCHARGE (CFS) = 0.1
TIME (MN) = 255 DISCHARGE (CFS) = 0
TIME (MN) = 260 DISCHARGE (CFS) = 0
TIME (MN) = 265 DISCHARGE (CFS) = 0
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Post Basin 1
TIME (MIN) = 270 DISCHARGE (CFS) = 0
TIME (MIN) = 275 DISCHARGE (CFS) = 0
TIME (MIN) = 280 DISCHARGE (CFS) = 0
TIME (MIN) = 285 DISCHARGE (CFS) = 0
TIME (MIN) = 290 DISCHARGE (CFS) = 0
TIME (MIN) = 295 DISCHARGE (CFS) = 0
TIME (MIN) = 300 DISCHARGE (CFS) = 0
TIME (MIN) = 305 DISCHARGE (CFS) = 0
TIME (MIN) = 310 DISCHARGE (CFS) = 0
TIME (MIN) = 315 DISCHARGE (CFS) = 0
TIME (MIN) = 320 DISCHARGE (CFS) = 0
TIME (MIN) = 325 DISCHARGE (CFS) = 0
TIME (MIN) = 330 DISCHARGE (CFS) = 0
TIME (MIN) = 335 DISCHARGE (CFS) = 0
TIME (MN) = 340 DISCHARGE (CFS) = 0
TIME (MN) = 345 DISCHARGE (CFS) = 0
TIME (MN) = 350 DISCHARGE (CFS) = 0
TIME (MN) = 355 DISCHARGE (CFS) = 0
TIME (MN) = 360 DISCHARGE (CFS) = 0
TIME (MN) = 365 DISCHARGE (CFS) = 0
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Post Basin 2
RATIONAL METHOD HYDROGR&PH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY
RUN DATE 7/8/2019 HYDROGRAPH FILE NAME Text! TIME OF CONCENTRATION 5 MN. 6 HOUR RAINFALL 2.75 INCHES BASIN
AREA 0.09 ACRES
RUNOFF COEFFICIENT 0.66 PEAK DISCHARGE 0.428 CFS
TIME (MN) = 0 DISCHARGE (CFS) = 0
TIME (MN) = 5 DISCHARGE (CFS) = 0
TIME (MN) = 10 DISCHARGE (CFS) = 0
TIME (MN) = 15 DISCHARGE (CFS) = 0
TIME (MN) = 20 DISCHARGE (CFS) = 0
TIME (MN) = 25 DISCHARGE (CFS) = 0
TIME (MN) = 30 DISCHARGE (CFS) = 0
TIME (MN) = 35 DISCHARGE (CFS) = 0
TIME (MN) = 40 DISCHARGE (CFS) = 0
TIME (MN) = 45 DISCHARGE (CFS) = 0
TIME (MN) = 50 DISCHARGE (CFS) = 0
TIME (MN) = 55 DISCHARGE (CFS) = 0
TIME (MN) = 60 DISCHARGE (CFS) = 0
TIME (MN) = 65 DISCHARGE (CFS) = 0
TIME (MN) = 70 DISCHARGE (CFS) = 0
TIME (MN) = 75 DISCHARGE (CFS) = 0
TIME (MN) = 80 DISCHARGE (CFS) = 0
TIME (MN) = 85 DISCHARGE (CFS) = 0
TIME (MN) = 90 DISCHARGE (CFS) = 0
TIME (MN) = 95 DISCHARGE (CFS) = 0
TIME (MN) = 100 DISCHARGE (CFS) = 0
TIME (MN) = 105 DISCHARGE (CFS) = 0
TIME (MN) = 110 DISCHARGE (CFS) = 0
TIME (MN) = 115 DISCHARGE (CFS) = 0
TIME (MN) = 120 DISCHARGE (CFS) = 0
TIME (MN) = 125 DISCHARGE (CFS) = 0
TIME (MN) = 130 DISCHARGE (CFS) = 0
TIME (MN) = 135 DISCHARGE (CFS) = 0
TIME (MN) = 140 DISCHARGE (CFS) = 0
TIME (MN) = 145 DISCHARGE (CFS) = 0
TIME (MN) = 150 DISCHARGE (CFS) = 0
TIME (MN) = 155 DISCHARGE (CFS) = 0
TIME (MN) = 160 DISCHARGE (CFS) = 0
TIME (MN) = 165 DISCHARGE (CFS) = 0
TIME (MN) = 170 DISCHARGE (CFS) = 0
TIME (MN) = 175 DISCHARGE (CFS) = 0
TIME (MN) = 180 DISCHARGE (CFS) = 0
TIME (MN) = 185 DISCHARGE (CFS) = 0
TIME (MN) = 190 DISCHARGE (CFS) = 0
TIME (MN) = 195 DISCHARGE (CFS) = 0
TIME (MN) = 200 DISCHARGE (CFS) = 0
TIME (MN) = 205 DISCHARGE (CFS) = 0
TIME (MN) = 210 DISCHARGE (CFS) = 0
TIME (MN) = 215 DISCHARGE (CFS) = 0
TIME (MN) = 220 DISCHARGE (CFS) = 0
TIME (MN) = 225 DISCHARGE (CFS) = 0.1
TIME (MN) = 230 DISCHARGE (CFS) = 0.1
TIME (MN) = 235 DISCHARGE (CFS) = 0.1
TIME (MN) = 240 DISCHARGE (CFS) = 0.1
TIME (MN) = 245 DISCHARGE (CFS) = 0.428
TIME (MN) = 250 DISCHARGE (CFS) = 0.1
TIME (MN) = 255 DISCHARGE (CFS) = 0
TIME (MN) = 260 DISCHARGE (CFS) = 0
TIME (MN) = 265 DISCHARGE (CFS) = 0
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Post Basin 2
TIME (MIN) = 270 DISCHARGE (CFS) = 0
TIME (MIN) = 275 DISCHARGE (CFS) = 0
TIME (MIN) = 280 DISCHARGE (CFS) = 0
TIME (MIN) = 285 DISCHARGE (CFS) = 0
TIME (MIN) = 290 DISCHARGE (CFS) = 0
TIME (MIN) = 295 DISCHARGE (CFS) = 0
TIME (MIN) = 300 DISCHARGE (CFS) = 0
TIME (MIN) = 305 DISCHARGE (CFS) = 0
TIME (MIN) = 310 DISCHARGE (CFS) = 0
TIME (MIN) = 315 DISCHARGE (CFS) = 0
TIME (MIN) = 320 DISCHARGE (CFS) = 0
TIME (MIN) = 325 DISCHARGE (CFS) = 0
TIME (MIN) = 330 DISCHARGE (CFS) = 0
TIME (MIN) = 335 DISCHARGE (CFS) = 0
TIME (MIN) = 340 DISCHARGE (CFS) = 0
TIME (MIN) = 345 DISCHARGE (CFS) = 0
TIME (MIN) = 350 DISCHARGE (CFS) = 0
TIME (MIN) = 355 DISCHARGE (CFS) = 0
TIME (MIN) =. 360 DISCHARGE (CFS) = 0
TIME (MIN) = 365 DISCHARGE (CFS) = 0
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Post Basin 3
RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY
RUN DATE 7/8/2019 HYDROGRAPH FILE NAME Text TIME OF CONCENTRATION 5 MN. 6 HOUR RAINFALL 2.75 INCHES BASIN
AREA 0.23 ACRES
RUNOFF COEFFICIENT 0.83 PEAK DISCHARGE 1.384 CFS
TIME (MN) = 0 DISCHARGE (CFS) = 0
TIME (MN) = 5 DISCHARGE (CFS) = 0
TIME (MN) = 10 DISCHARGE (CFS) = 0
TIME (MN) = 15 DISCHARGE (CFS) = 0
TIME (MN) = 20 DISCHARGE (CFS) = 0
TIME (MN) = 25 DISCHARGE (CFS) = 0
TIME (MN) = 30 DISCHARGE (CFS) = 0
TIME (MN) = 35 DISCHARGE (CFS) = 0
TIME (MN) = 40 DISCHARGE (CFS) = 0
TIME (MN) = 45 DISCHARGE (CFS) = 0
TIME (MN) = 50 DISCHARGE (CFS) = 0
TIME (MN) = 55 DISCHARGE (CFS) = 0
TIME (MN) = 60 DISCHARGE (CFS) = 0
TIME (MN) = 65 DISCHARGE (CFS) = 0
TIME (MN) = 70 DISCHARGE (CFS) = 0
TIME (MN) = 75 DISCHARGE (CFS) = 0
TIME (MN) = 80 DISCHARGE (CFS) = 0
TIME (MN) = 85 DISCHARGE (CFS) = 0
TIME (MN) = 90 DISCHARGE (CFS) = 0
TIME (MN) = 95 DISCHARGE (CFS) = 0
TIME (MN) = 100 DISCHARGE (CFS) = 0
TIME (MN) = 105 DISCHARGE (CFS) = 0
TIME (MN) = 110 DISCHARGE (CFS) = 0
TIME (MN) = 115 DISCHARGE (CFS) = 0
TIME (MN) = 120 DISCHARGE (CFS) = 0
TIME (MN) = 125 DISCHARGE (CFS) = 0
TIME (MIN)= 130 DISCHARGE (CFS)= 0.1
TIME (MIN)= 135 DISCHARGE (CFS)= 0.1
TIME (MN) = 140 DISCHARGE (CFS) = 0.1
TIME (MIN)= 145 DISCHARGE (CFS)= 0.1
TIME (MN) = 150 DISCHARGE (CFS) = 0.1
TIME (MIN) = 155 DISCHARGE (CFS)= 0.1
TIME (MN) = 160 DISCHARGE (CFS) = 0.1
TIME (MN) = 165 DISCHARGE (CFS) = 0.1
TIME (MN) = 170 DISCHARGE (CFS) = 0.1
TIME (MN) = 175 DISCHARGE (CFS) = 0.1
TIME (MN) = 180 DISCHARGE (CFS) = 0.1
TIME (MN) = 185 DISCHARGE (CFS)= 0.1
TIME (MN) = 190 DISCHARGE (CFS) = 0.1
TIME (MN) = 195 DISCHARGE (CFS)= 0.1
TIME (MN) = 200 DISCHARGE (CFS) = 0.1
TIME (MN) = 205 DISCHARGE (CFS) = 0.1
TIME (MN) = 210 DISCHARGE (CFS) = 0.1
TIME (MN) = 215 DISCHARGE (CFS) = 0.1
TIME (MN) = 220 DISCHARGE (CFS) = 0.1
TIME (MN) = 225 DISCHARGE (CFS) = 0.2
TIME (MN) = 230 DISCHARGE (CFS) = 0.2
TIME (MN) = 235 DISCHARGE (CFS) = 0.3
TIME (MN) = 240 DISCHARGE (CFS) = 0.4
TIME (MN) = 245 DISCHARGE (CFS) = 1.384
TIME (MN) = 250 DISCHARGE (CFS) = 0.2
TIME (MN) = 255 DISCHARGE (CFS) = 0.1
TIME (MN) = 260 DISCHARGE (CFS) = 0.1
TIME (MN) = 265 DISCHARGE (CFS) = 0.1
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Post Basin 3
TIME (MIN) = 270 DISCHARGE (CFS) = 0.1
TIME (MIN) = 275 DISCHARGE (CFS) = 0.1
TIME (MIN) = 280 DISCHARGE (CFS) = 0.1
TIME (MIN) = 285 DISCHARGE (CFS) = 0.1
TIME (MIN) = 290 DISCHARGE (CFS) = 0.1
TIME (MN) = 295 DISCHARGE (CFS) = 0.1
TIME (MN) = 300 DISCHARGE (CFS) = 0.1
TIME (MN) = 305 DISCHARGE (CFS) = 0
TIME (MN) = 310 DISCHARGE (CFS) = 0
TIME (MN) = 315 DISCHARGE (CFS) = 0
TIME (MN) = 320 DISCHARGE (CFS) = 0
TIME (MN) = 325 DISCHARGE (CFS) = 0
TIME (MN) = 330 DISCHARGE (CFS) = 0
TIME (MN) = 335 DISCHARGE (CFS) = 0
TIME (MN) = 340 DISCHARGE (CFS) = 0
TIME (MN) = 345 DISCHARGE (CFS) = 0
TIME (MN) = 350 DISCHARGE (CFS) = 0
TIME (MN) = 355 DISCHARGE (CFS) = 0
TIME (MN) = 360 DISCHARGE (CFS) = 0
TIME (MN) = 365 DISCHARGE (CFS) = 0
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I Table of Contents
Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v 3.0.0.11
BasinModel Schematic ......................................................................................................
Hydrograph by Return Period ............................................................................................
I 100-Year
Hydrograph Summary
Hydrograph Reports I Hydrograph No. 1, Manual, Pre-Development .........................................................
Hydrograph No. 2, Manual, Post-Basin-1
Hydrograph No. 3, Manual, Post-Basin-2
Hydrograph No. 4, Manual, Post-Basin-3
I Hydrograph No. 5, Pond Route, IMP#1
Detention Pond Reports - IMP#i
I Hydrograph No. 6, Pond Route, IMP#2 .................................................................
Detention Pond Reports - IMP#2
Hydrograph No. 7, Pond Route, IMP#3 ................................................................... I Detention Pond Reports - IMP#3 .............................................................
Hydrograph No. 8, Junction, IMP 1+2+3 .................................................................
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07-19-2019
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Basin Model Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v 3.0.0.11 07-19-2019
Pre-Development Post-Basin-1 Post-Basin-2 Post-Basin-3
t t t t
IMP#1
IMP#2
IMP#3
/
-' IMP 1+2+3
I
Hydrograph by Return Period
Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v3.O.O.11 07-19-2019
Hyd.
No.
Hydrograph
Type
Hydrograph
Name
Peak Outflow (cfs)
1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 Manual Pre-Development 1.700
2 Manual Post-Basin-1 0.436
3 Manual Post-Basin-2 0.428
4 Manual Post-Basin-3 1.384
5 Pond Route IMP#1 0.273
6 Pond Route IMP#2 0.316
7 Pond Route IMP#3 0.784
8 Junction IMP 1+2+3 1.288
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Hydrograph 1 00-yr Summary Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydroloqy Studio v3.0.0.11 07-19-2019
Hyd.
No.
Hydrograph
Type
Hydrograph
Name
Peak
Flow
(cfs)
Time to
Peak
(hrs)
Hydrograph
Volume
(cuft)
Inflow
Hyd(s)
Maximum
Elevation
(ft)
Maximum
Storage
(cuft)
1 Manual Pre-Development 1.700 4.08 2,190
2 Manual Post-Basin-1 0.436 4.08 281
3 Manual Post-Basin-2 0.428 4.08 278
4 Manual Post-Basin-3 1.384 4.08 1,675
5 Pond Route lMP#1 0.273 4.17 84.9 2 66.03 225
6 Pond Route lMP#2 0.316 4.08 164 3 65.19 137
7 Pond Route lMP#3 0.784 4.17 1,225 4 66.41 594
8 Junction IMP 1+2+3 1.288 4.17 1,474 5,6,7
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Hydrograph Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v 3.0.0.11 07-19-2019
Pre-Development Hyd. No. I
Hydrograph Type = Manual Peak Flow = 1.700 cfs
Storm Frequency = 100-yr Time to Peak = 4.08 hrs
Time Interval = 5 min Hydrograph Volume = 2,190 cuft
Qp = 1.70 cfs
2 -
1.9 -
1.8'
1.7'
1.6'
1.5
1.4'
1.3'
1.2'
1'
0
0.9
0.8'
0.7
0.6'
0.5'
0.4'
0 - J1111
0 ,lI Il,II,I I
Time (hrs)
4
Hydrograph Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v 30.0.11 07-19-2019
Post-Basin-1 Hyd. No. 2
Hydrograph Type
Storm Frequency
Time Interval
= Manual
= 100-yr
= 5 min
Peak Flow = 0.436 cfs
Time to Peak = 4.08 hrs
Hydrograph Volume = 281 cuft
Qp = 0.44 cfs
0.44-
0.42-
0.4-
0.38-
0.3 6-
0.34-
0.32-
0.3-
0.28-
0.26-
0.24 -
- 0.22-
C
0.2 -
0.18-
0.16-
0.14 -
0.12 -
_______F L 0 i'i ' i I r I I I I I I i 1I I1 I I
0 1 2 3 4 5
Time (hrs)
5
Hydrograph Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v 3.0.0.11 07-19-2019
Post-Basin-2 Hyd. No. 3
Hydrograph Type
Storm Frequency
Time Interval
= Manual
= 100-yr
= 5 min
Peak Flow = 0.428 cfs
Time to Peak = 4.08 hrs
Hydrograph Volume = 278 cuft
Qp = 0.43 cfs
0.42-
0.4-
0.3 8 -
0.36-
0.34 -
0.32-
0.3-
0.28-
0.26-
0.24
0.22
a
0.2
0.18
0.16'
0.14'
0.12'
1 1 I I I I I I 1 II II
0
Time (hrs)
6
F—I yd rog ra ph Report
Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v 3.0.0.11 07-19-2019
Post-Basin-3 Hyd. No. 4
Hydrographlype = Manual Peak Flow =1.384cfs
Storm Frequency = 100-yr Time to Peak = 4.08 his
Time Interval = 5 min Hydrograph Volume = 1,675 cuft
Qp = 1.38 cfs
2
1.9•
1.8
1.7
1.6
1.5
1.4
1.3
1.2
1.1•
1• a
0.9-
0.8-
0.7-
0.6-
0.5-
0.4-
0.3-
0.2-
0.1-
0 1 2 3 4 ' 5
Time (hrs)
Hydrograph Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v 3.0.0.11 07-19-2019
IMP#1 Hyd. No. 5
Hydrograph Type = Pond Route Peak Flow = 0.273 cfs
Storm Frequency = 100-yr Time to Peak = 4.17 hrs
Time Interval = 5 min Hydrograph Volume = 84.9 cuft
Inflow Hydrograph = 2 - Post-Basin-1 Max. Elevation = 66.03 ft
Pond Name = IMP#1 Max. Storage = 225 cuft
Pond Routing by Storage Indication Method Center of mass detention time = 10 mm
Qp = 0.27 cfs
0.44
0.42
0.4
0.38
0.36
0.34
0.32
0.3
0.28
0.26
0.24
dl
-- 0.22
C
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0
0 1 2 3 4 51
Time (hrs)
Reqd Stor -- Post-Basin-1 - IMP#1
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Fond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex 5 minutes
F-'idrology Stucio v 3.0.0.11 07-19-2019
MP#1 Stage-Storage
User Defined Contours
Description Input
Stage / Storage Table
Stage Elevation Contour Area Incr. Storage Total Storage
(ft) (ft) (sqft) (cuft) (cuft)
Bottom Elevation, ft 61.52
0.00 61.52 38 0.000 0.000
Voids (%) 100.00 3.08 64.60 38 117 117
Volume Calc Conic 3.09 64.61 94 0.639 118
3.48 65.00 94 36.7 154
5.68 67.20 94 207 361
6.05 67.57 94 34.8 396
Stage-Storage
68
67
66
—65
LU
ci
64
63
62
61
0 50 100 150 200 250 300 350
Total Storage (cult)
—Contours Top of Pond
9
Pond Report
Project Name: West G and-Combined Basins-Hydrograph-Ex. 5 minutes
Hdrology Studio v 30.0.11 07-19-2019
IMP#1 Stage-Discharge
Orifices
Culvert I Orifices Culvert Orifice Plate
1 2 3
Rise, in 6 Orifice Rise, in
Span, in 6 Orifice Span, in
No. Barrels 1 No. Orifices
Invert Elevation, ft 61.52 0.00 0.00 0.00 Invert Elevation, ft
Orifice Coefficient, Co .6 .6 .6 Height, ft
Length, ft 110 Orifice Coefficient, Co
BarrI Slope, % .5
N-Value, n 0.013
Weirs
Weirs Riser* Ancillary
1 2 3
Shape / Type Circular Exfiltration, in/hr
Crest Elevation, ft 65.6
Crest Length, ft 1.57
Angle, deg
Weir Co&1'icient, Cw 3.33 3.33 3.33
* j5s through Cti/vcrh
Stage-Discharge
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(/1
0)
(0 3s
2
0
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2
Discharge (cfs)
-Top of Pond -Culvert - Riser Total Q
67
66
-65
1)
U
64
63
62
10
Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
07-19-2019
Stage-Storage-Discharge Summary
U Pond Report
Hydrology Studio v 3.0.0.11
IMP#1
11 Suffix key: ic = inlet control, oc = outlet control, s = submerged weir
Stage
(ft)
Elev.
(ft)
Storage
(cuft)
Culvert
(cfs)
Orifices, cfs Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
Exfil
(cfs)
User
(cfs)
Total
(cfs) 1 2 3 1 2 3
0.00 61.52 0.000 0.000 0.000 0.000
3.08 64.60 117 0.000 0.000 0.000
3.09 64.61 118 0.000 0.000 0.000
3.48 65.00 154 0.000 0.000 0.000
5.68 67.20 361 1.1890c 0.000 1.189
6.05 67.57 396 1.226oc 0.000 1.226
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Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v 30.0.11 07-19-2019
IMP#1 Pond Drawdown
Stage (ft)
rfl r'J 05
Os
H ...............
Os
a
... a
H
F-
C
a
MO
030
riD
-q Os
LiD
- C 0
-q 0
a)
E
u 0
05
0
I,, >
a)
I I I -o
03 LU Lfl (0 01 Ln
LU LU LU LU LU LU LU LU
(.j) AI3
12
Hydrograph Report
Hydrology Studio v 3.0.0.11
IMP#2
Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
07-19-2019
Hydrograph Type = Pond Route Peak Flow = 0.316 cfs
Storm Frequency = 100-yr Time to Peak = 4.08 hrs
Time Interval = 5 min Hydrograph Volume = 164 cuft
Inflow Hydrograph = 3 - Post-Basin-2 Max. Elevation = 65.19 ft
Pond Name = IMP#2 Max. Storage = 137 cuft
Pond Routing by Storage Indication Method Center of mass detention time = 7 mm
Qp = 0.32 cfs
0.42
0.4
0.38
0.36
0.34
0.32
0.3
0.28
0.26
0.24
' 0.22
a 0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0
0 1 2 3 4 51
Time (hrs)
- Reqd Stor - Post-Basin-2 - IMP#2
13
Pond Report
Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
H ictroloy studio v 30.011 07-19-1-019
IMP#2 Stage-Storage
User Defined Contours Stage I Storage Table
Description Input Stage Elevation Contour Area I ncr. Storage Total Storage
(ft) (ft) (sqft) (cuft) (cuft)
Bottom Elevation, ft 61.22
0.00 61.22 29 0.000 0.000
Voids (%) 100.00 3.08 64.30 29 89.3 89.3
Volume Caic Conic 3.08 64.30 72 0.049 89.4
3.51 64.73 72 30,9 120
3.58 64.80 72 5.04 125
4.83 66.05 72 90.0 215
Stage-Storage
67-
5
6 -
4
63-
Lr
LU
51 '
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 173 180 190 200 210 220
Total Storage (cuft)
—Contours ---- Top of Pond
14
Pond Report Project Name: West G-and-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v 3.0.0.11 07-19-2019
IMP#2 Stage-Discharge
Orifices
Culvert I Orifices Culvert Orifie Plate
1 2 3
Rise, in 6 Orifice Rise, in
Span, in 6 Orifice San, in
No. Barrels 1 Nc. Orifices
Invert Elevation, ft 61.22 0.00 0.00 0.00 Invert ElevEtion, ft
Orifice Coefficient, Co .6 .6 .6 He ight, ft
Length, ft 5 Orifice Coefficient, Co
Barrel Slope, % .5
N-Value, n 0.013
Weirs
Weirs Riser* An iIIary
1 2 3
Shape I Type Circular Exfiltration, in/hr
Crest Elevation, ft 64.8
Crest Length, ft 1.57
Angle, deg
Weir Coefficient, Cw 3.33 3.33 3.33 3.33
Rots tLg.' Cu1vd
Stage-Discharge
66
65
64
> 5)
LU
63
62
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2
Discharge (cfs)
-Top of Pond Culvert - Riser Total 0
15
I
-
Pond Report
Hydrology Studio v 3.0.0.11
IMP#2
Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
07-19-2019
Stage-Storage-Discharge Summary
16 Suffix key: ic = inlet control, oc = outlet control, s = submerged weir
Stage
(ft)
Elev.
(ft)
Storage
(cuft)
Culvert
(cfs)
Orifices, cfs Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
Exfil
(cfs)
User
(cfs)
Total
(cfs) 1 2 3 1 2 3
0.00 61.22 0.000 0.000 0.000 0.000
3.08 64.30 89.3 0.000 0.000 0.000
3.08 64.30 89.4 0.000 0.000 0.000
3.51 64.73 120 0.000 0.000 0.000
3.58 64.80 125 0.000 0.000 0.000
4.83 66.05 215 1.179 Ic 1.179 Ic 1.179
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Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v 30.0.11 07-19-2019
IMP#2 Pond Drawdown
17
Hydrograph Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v 3.0.0.11 07-19-2019
IMP#3 Hyd. No. 7
Hydrograph Type = Pond Route Peak Flow = 0.784 cfs
Storm Frequency = 100-yr Time to Peak = 4.17 hrs
Time Interval = 5 min Hydrograph Volume = 1,225 cuft
Inflow Hydrograph = 4 - Post-Basin-3 Max. Elevation = 66.41 ft
Pond Name = IMP#3 Max. Storage = 594 cuft
Pond Routing by Storage Indication Method Center of mess detention time = 25 rn/n
Qp = 038 cfs
2
1.9
1.8
1.7
1.6
1.5
1.4
1.3
1.2
1.1
4-
C
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0
0 1 2 3 4 5 6
Time (hrs)
- Req'd Stor - Post-Basin-3 - IMP#3
18
64
LU
63
62
61
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800
Total Storage (cuft)
—Contours lop of Pond
67
66
M11
5
4
Pond Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v 3.0.0.11 07-19-2019
IMP#3 Stage-Storage
User Defined Contours
Description Input
Stage I Storage Table
Stage Elevation Contour Area Incr. Storage
(ft) (ft) (sqft) (cuft)
Bottom Elevation, ft 61.94
0.00 61.94 104 0.000
Voids (%) 100.00 3.08 65.02 104 320
Volume Caic Conic 3.08 65.02 260 0.176
3.49 65.43 260 106
4.37 66.31 260 229
5.03 66.47 260 172
Total Storage
(cult)
0.000
320
320
427
656
827
Stage-Storage
19
Pond Report
Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio 3.0 0.11 07192019
IMP#3 Stage-Discharge
Orifices
Culvert/ c1fices Culvert Orifice Plate 1 2 3
Rise, in 6 Orifice Rise, in
Span, in 6 Orifice Span, in
No. Barrels 1 No. Orifices
Invert Elevation, ft 61.94 0.00 0.00 0.00 Invert Elevation, ft
Orifice Coefficient, Co .6 .6 .6 Height, ft
Length, ft 77 Orifice Coefficient, Co
Barrel Slope, % 1.2
N-Value, n 0.013
Weirs
ieis Riser* Ancillary
1 2 3
Shape / Type Circular Exfiltration, in/hr
Crest Elevation, ft 65.52
Crest Length, ft 1.57
Angle, deg
1Vair 7,oefficient, Cw 3.33 3.33 3.33 3.33
Iujt s .Jlruugh Cu! /,.F
Stage -Discharge
56 4
53
52-4 -i---- I I I I I I I I I I I I I I I
0 C: 02 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2
Discharge (cfs)
-Top of Pond Culvert -Riser - Total
20
21 Suffix key ic = inlet control, oc = outlet control, s = submerged weir
Stage
(ft)
Elev.
(ft)
Storage
(cult)
Culvert
(cfs)
Orifices, cfs Riser
(cfs)
Weirs, cfs
Pf Riser
(cfs)
Exfil
(cfs)
User
(cfs)
Total
(cis) 1 2 3 1 2 3
0.00 61.94 0.000 0.000 0.000 0.000
3.08 65.02 320 0.000 0.000 0.000
3.08 65.02 320 0.000 0.000 0.000
3.49 65.43 427 0.000 0.000 0.000
4.37 66.31 656 0.9370c 0.937 ic 0.937
5.03 66.47 827 0.000 0.000 0.000
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1
-
Pond Report
Hydrology Studio v 3.0.0.11
IMP#3
Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
07-19-2019
Stage-Storage-Discharge Summary
Pond Report
Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v 3.0.0.11 07-19-2019
IMP#3 Pond Drawdown
Stage (ft)
rJ cD -N CD
-N 0
0
co
d
d
E
d
O
a 0
- 0
00 -C
0
________ 0:
0
0: 0
E
C5
0
V >
I I I I 0
0)
ra
N- LU LO LU LU LU LU
() A3 LU LU
Ln
22
Hydrograph Report Project Name: West Grand-Combined Basins-Hydrograph-Ex. 5 minutes
Hydrology Studio v 3.0.0.11 07-19-2019
IMP 1+2+3 Hyd. No. 8
Hydrograph Type
Storm Frequency
Time Interval
Inflow Hydrographs
= Junction
= 100-yr
= 5 min
= 5, 6, 7
Peak Flow
Time to Peak
Hydrograph Volume
Total Contrib. Area
= 1.288 cfs
= 4.17 hrs
= 1,474 cuft
= 0.0 ac
Qp 1.29 cfs
2
1.9•
1.8
iT
1.6 -
1.4- --- -
1.2-
1-
C
0.9-
0.8-
0.7-
0.6-
0.5-
0.4-
0.3-
0.2-
0.1-
0-
0 1 2 3 4 5 6
Time (hrs)
IMP#i IMP#2 - IMP3 - IMP 1+2+3
23
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I UNDERGROUND VAULT AND PUMP
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I Weir Report
I
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Outflow
I
Emergency
Rectangular Weir
Crest = Sharp
I Bottom Length (ft) = 3.00
Total Depth (ft) = 0.25
I Calculations
Weir Coeff. Cw = 3.33
Compute by: Known Depth
I Known Depth (ft) = 0.25
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Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
Tuesday, May 142019
= 0.25
= 1.249
= 0.75
= 1.67
= 3.00
Depth (ft)
1.00
pth (ft) Emergency Outflow
1.00—
I
I
0.50—
I
0.00
I -0.50 -
0.50
III
-0.50
0 .5 1 1.5 2 2.5 3 3.5 4
I Weir W.S. Length (ft)
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M.ipe Water Velocity and Minimum Pi pe Diameter
Use the water velocity form to calculate the velocity of water in a pipe. Use the second form to calculate the diameter
a pipe required for S fps pipe velocity.
am more about the units used on this page.
later Velocity
low Rate:
32 I{gpm 'I
Ripe Inside Diameter:
j
1Ii'I
Calculate
later Velocity:
j.81 fps
his calculator uses this formula to determine the water velocity inside of a pipe.
•
I where:
V— Water velocity inside the pipe (flJsecond)
Q== Flow rate of water inside pipe (gpm)
D= Pipe inside liaineter (in)
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01
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Motor 114 HP
Voltage us V
Phase u Ph
Hertz 6o Hz
RPM 3450 RPM
Type Permanent split capacitor
Insulation Class B
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Auto On I Off Points 11-114"! 4-1/8 (28.6 cm lio.s cm)
Discharge Size 1-1/2" NPT
Solids Handling 3/8" (g.s mm) spherical solids
Cord Length 10'(3 m) standard
Cord Type UL listed, 3-wire cord and plug
Max Heed 18 (s. m)
Max Flow Pate 32 GPM (121 1PM)
Max Operating Temperature 104 "F (o "C)
Cooling Oil filled
Motor Protection Auto reset thermal overload
Cap Engineered plastic
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Impeller Engineered plastic
Hardware Stainless steel
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Home > Sump and Effluent Pumps > Model 49 Sump Pump Q
Sump and Effluent Pumps!! Residential Use Sump
Pumps
Model 49
Sump Pump
Submersible Pump. Dewatering (Sump)
passes 3/8" (9.5 mm) spherical solids.
Ieatures Product Technical Sales and Technical
nd Benefits Specifications ' Data Marketing Support
Motor 114 HP
Voltage 115V
Phase i Ph
I Hertz 6o Hz
• RPM 3450 RPM
Type Permanent split capacitor
I Insulation Class B
Amps 40 Amps
I Operation Automatic
I
Auto On / Off Points 11-1/4" I 4-1/8' (28.6 cm / io cm)
Discharge Size 142" NPT
Solids Handling 3/8" (9.5 mm) spherical solids
Cord Length 10'(3 m) standard
Cord Type UL listed, 3-wire cord and plug
Max Head 18! ( m)
I Max Flow Rate 32 GPM (121 LPM)
Max Operating Temperature 10401 (40 °C)
Cooling Oil filled
Motor Protection Auto reset thermal overload
Cap Engineered plastic
I Motor Housing Cast iron
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Pump Housing Engineered plastic
Base Engineered plastic
Upper Bearing Bali bearing
Lower Bearing Ball bearing
Mechanical Seals Carbon and ceramic
Impeller Type Non-dogging vortex
.I Impeller Engineered plastic
I Hardware Stainless steel
Gasket NRP