HomeMy WebLinkAboutTract 7222 Drainage Study
Background
The approved Drainage Study for Tract 6478, McMillin Homes was prepared by Porter-
Robertson Engineering & Surveying, Inc. in January 2006. This original study was done
to size the main storm drain lines and the retention basin within the overall project
boundary. The project site is currently partially graded with the mainlines of the sewer
and storm drain in place. It is bound to the west by Tract 6553, to the north by Panama
Lane, to the east by Farmers Canal, and to the south by Berkshire Road. The project
site is very flat with a surface soil of silty sand and sand.
This study will focus on the watershed contributing to the retention basin as named in
the original study. Several revisions have been made to the initial study but the
watershed boundaries will primarily stay the same. The northerly watershed (Area A)
was revised to originally capture approximately 92% of the area and was reduced to
about 60%. The reduced discharge will drain into inlets, where it is captured in the storm
drain system and conveyed to a retention basin at the west end of Pomerado Way. The
remaining southerly watershed (Area B) was increased in size and will collected in the
storm drain system on Bellando Street which discharges into the retention basin. This
retention basin is located in the center westerly portion of the site. The current site
conditions include an expanded the retention basin into the adjacent westerly tract
which will accommodate the neighboring runoff. The storm drain system has been
constructed based on the previous study. Several changes have been incorporated in
this study to reflect the new proposed conditions. The basin’s required sump volume
was verified due to the site’s zoning alteration from an R-1 to R-2.
Purpose
As areas deviate from the original drainage report, subsequent studies are required to
verify (1) the existing main storm drain pipe sizes can handle to proposed runoff and (2)
the minimum required retention basin size for the watershed. This study will present the
findings pertaining to the anticipated storm water runoff for the drainage areas tributary
to and generated by the contributing areas to the retention basin.
Approach
The procedure used to determine the design flows are outlined in the City of Bakersfield
Subdivision & Engineering Design Manual (hereafter referred to as the Manual). The
pertinent steps are as follows:
1. Using a topographical map, the design grades, and the proposed development
layout, determine the sub-basin boundaries within the watershed. Record the
sub-basin characteristics in a tabular format similar to the one provided in the
Manual.
2. Determine the initial time of concentration, (Tc), based on Section 2.3.2.1 of the
Manual by using the roof gutter time and average velocity.
3. Establish the intensity based on the Intensity-Duration curves for a given event
using Sheet D-1 in the Manual.
4. Determine the flow to the concentration point.
5. Route the flow to the downstream concentration points and divide the study area
into defined subareas that incrementalized all flow contributions to the proposed
drainage inlets.
6. Estimate flows utilizing the City’s Rational Method in accordance with the
Subdivision Standards
7. Determine the rainfall depth for a 10-year, 5-day event to determine the sump
size requirements.
Assumptions
The following information was assumed to apply:
1. SCS Soil Group B applies to the entire watershed.
2. The runoff coefficient of 0.55 is consistent over the residential zones and a runoff
coefficient of 0.95 is applied to offsite roadways.
Summary of Results
Analysis was done verifying the viability of the existing condition but was inadequate
due to the zoning adjustment to an R-2. Several changes were made to accommodate
the increased runoff generated. The bottom elevation of the retention basin will be
lowered two feet from 343 to 341 for additional capacity. The configuration of the storm
drain system was changed to handle the upstream HGLs. Most of the storm drain
system for Drainage Area A has been constructed and requires modification. An
additional 24” storm drain line will be added parallel to the existing 18" RCP on Heibra
Way which will extend north Callando Lane into the vacant lot and tie into a proposed
manhole on Pomerado Way. For Drainage Area B, a proposed 24" RCP will run
westerly on Bellando Street and tie into the basin adjacent to the access ramp. Thus
existing 18" RCP on Heibra Way between Bellando Street and Pomerado Way will be
abandoned. A short segment connecting the two manholes was made at the
intersection of Bellando Street and Heibra Way. This storm drain system will extend
along Perla Way and end at Phisto Place. Based on these proposed changes to the
project and the sump requirements outlined in Section 2.82 of the Manual, the retention
basin requires a minimum storage volume of 4.98 ac.ft. to accommodate the discharge
16.87 cfs from Area A and 13.06 cfs from Area B. The area of the retention basin was
omitted in the study. Per Tract No. 6553 Retention Basin Design Calculations by Quad
Knopf, the storage volume required for Tract 6553 is 3.74 ac-ft thus 8.72 ac.ft is
required for both tracts. The provided volume for the lowered basin is 9.79 ac.ft.
The HGL was calculated for the existing and proposed storm drain pipes (see appendix)
using Hydraflow software. The new pipes parallel to the existing mainline were sized to
keep the HGL’s below the proposed surface. The new proposed pipe sizes can be
viewed in the Hydraulic Calculation section of the appendix or on the exhibit map.
This study addresses only the flow to the retention basin as part of the development of
Phase 2 to 5 –VTT 7222. Areas A4 & A5 will be developed at a later date. Additional
studies will be required as part of future onsite development for Phase 1.
ATTACHMENTS
· RETENTION BASIN DESIGN CALCULATIONS
· HYDROLOGY CALCULATIONS
· HYDRAULIC CALCULATIONS & PROFILES
· INLET SIZING CALCULATIONS
· HYDROLOGY EXHIBIT
BASIN EXHIBIT
08/29/13
HYDROLOGY CALCULATIONS
CITY OF BAKERSFIELD RATIONAL METHOD
(In accordance with City of Bakersfield Standards)
TABLE OF RUNOFF COEFFICIENTS
R-1, 6000 SF0.42
JOB TITLE:VTT 7222 - Onsite Improvements R-1, 7500 SF0.38
DATE:R-1, 10000 SF0.34
REVISION DATE:R-1, 15000 SF0.27
Rational Values:R-20.55
Event:10YEAR Values: 5, 10, 50R-3, R-4, M-H0.8
M.A.P.6in./yr. Values: 6, 10, 15, 20, 25, 30Commercial0.9
Industrial0.8
Curve ValuesParks0.15
a:2.38I=a+bTc (Tc<20min.)Grasslands, Type A Soil0.15
b:-0.058Grasslands, Type B Soil0.25
P60:0.550I=K1*(6.02*Tc)^(0.17*LN(p60/K1)Grasslands, Type C Soil0.35
K1:40.00 (Tc>=20min.)Grasslands, Type D Soil0.45
Pavement, drives & roofs0.95
Backyards0.05
Lawn-landscape 2% slope0.100.17
Lawn-landscape 2-7% slope0.150.22
Lawn-landscape 7% slope0.200.35
SUBAREACIARslt TcLdHQVTrial TcRoof toTmD
NAMERunoff IntensityTotalTimeLengthElev.FlowVel.MIN.GutterTravelPipe
Coef.(in./hr.)AreaConc.FeetDiff.SlopeCFSFPSTimeTimeDia.
AC.MIN.Feet%MIN.MIN.In.
PIPE SIZING CALCULATIONS
1 to 2 - Area A1
0.950.311671.741.04%
2 to 3 - Area A2
0.555.9212503.000.24%
Combined A1 & A2
0.571.006.2326.1414174.740.33%3.562.1226.1415 11.14
3 to 6
252.01 0.2118
26.35
4 to 5 - Area A3
0.951.572.5614.0218086.220.34%3.812.1514.020 14.02
5 to 6
152.16 0.1218
14.14
6 to 9
0.681.008.792115.963.3726.35 1.0418
27.39
7a - Area A4
0.551.217.3020.256303.500.56%4.852.0020.2515 5.25
7a to 8
3252.74 1.9718
22.22
8 to 9
0.551.137.302474.532.5622.22 1.6118
23.83
9 to 10
0.620.9716.091999.694.0327.39 0.8221
28.21
10 to 12
0.620.9516.092579.483.9428.21 1.0921
29.30
11 - Area A6
0.551.222.4219.944951.260.25%1.631.6719.9415 4.94
11 to 12
170.92 0.3118
20.25
12 to 13
0.610.9218.515310.454.3429.30 0.2021
29.50
7b - Area A5
0.551.0911.0423.3310003.000.30%6.612.0023.3315 8.33
7b to 13
3602.11 2.8524
26.18
13 to 14
0.590.9229.5526415.973.2529.50 1.3530
30.86
14 to 15
0.590.8929.5526615.463.1530.86 1.4130
32.26
17 - Area A7
0.551.232.4019.784300.860.20%1.621.5019.7815 4.78
17 to 15
250.92 0.4518
20.23
15 to 16
0.590.8631.951716.103.2832.26 0.0930
32.35
13 to 16 - Area A8
0.551.231.7019.784300.860.20%1.151.5019.7815 4.78
16 to SUMP
0.580.8633.654816.873.4432.35 0.2330
June 21, 2013
P:\PROJECTS\12033.00-Panama\Studies\Master Drainage Study\12033_Hydrology_10yr.xls Page 1
SUBAREACIARslt TcLdHQVTrial TcRoof toTmD
NAMERunoff IntensityTotalTimeLengthElev.FlowVel.MIN.GutterTravelPipe
Coef.(in./hr.)AreaConc.FeetDiff.SlopeCFSFPSTimeTimeDia.
AC.MIN.Feet%MIN.MIN.In.
1 to 2 - Area B1
0.951.800.5210.006251.500.24%0.891.5510.000 6.72
2 - Area B3
0.551.321.6518.333200.700.22%1.191.6018.3315 3.33
Combined B1 & B3
0.651.602.1718.332.24
2 to 3
421.18 0.5918
18.92
3 - Area B5
0.551.183.4020.826351.800.28%2.211.8220.8215 5.82
3 to 7
0.591.185.57533.872.1920.82 0.4018
21.22
4 to 5 - Area B2
0.951.800.5810.006911.730.25%0.991.5510.000 7.43
5 - Area B4
0.551.381.8617.143854.231.10%1.423.0017.1415 2.14
Combined B2 & B4
0.651.602.4417.142.52
5 to 6
421.36 0.5118
17.65
6 - Area B6
0.551.253.5319.406604.000.61%2.432.5019.4015 4.40
6 to 7
0.591.255.97434.402.4919.40 0.2918
19.69
7 to 9
0.591.1711.542737.924.4821.22 1.0218
22.24
8 - Area B7
0.551.332.2118.133100.620.20%1.611.6518.1315 3.13
8 to 9
750.91 1.3718
19.50
9 to 10
0.581.1313.751499.032.8722.24 0.8624
23.10
10 to 14
0.581.1013.753278.782.7923.10 1.9524
25.05
11- Area B8
0.551.203.1220.495601.190.21%2.051.7020.4915 5.49
11 to 12
421.16 0.6018
21.09
12 - Area B9
0.551.202.7220.325431.190.22%1.801.7020.3215 5.32
12 to 13
0.551.175.84423.771.0221.09 0.6818
21.00
13 to 14
0.551.185.84173.781.2021.00 0.2424
21.24
14 to 15
0.571.0319.5926411.603.6925.05 1.1924
26.24
15 to 16
0.571.0019.5924311.213.5726.24 1.1324
27.38
16 to 17
0.570.9719.592810.873.4627.38 0.1424
27.52
17 - Area B10
0.551.344.2017.944503.020.67%3.092.5517.9415 2.94
17 to SUMP
0.570.9723.794813.062.6627.52 0.3030
Required Sump Capacity = 0.15 x C x A = 4.98ac-ft
C =0.58A =57.44ac
P:\PROJECTS\12033.00-Panama\Studies\Master Drainage Study\12033_Hydrology_10yr.xls Page 2
HYDRAULIC CALCULATIONS
AND PIPE PROFILES
Drainage Study - Area A
LineLine ID
Line Length
LineSizeFlowRateVelAveCapacityFullInvertDnHGLDnVelDnVelHd DnEGLDnSfDnInvertUp
No.
(ft)
(in)
(cfs)
(ft/s)
(cfs)
(ft)
(ft)
(ft/s)
(ft)
(ft)
(%)
(ft)
116 to SUMP48.153016.873.759.13433463.440.18346.180.169344215 to 16173016.13.2814.06344346.53.280.17346.670.154344.02317 to1525181.620.923.64344.02346.690.920.01346.70.024344.05414 to 15265.563015.463.1511.53344.02346.693.150.15346.840.142344.23513 to 14264.253015.973.2511.56344.23347.093.250.16347.250.152344.44612 to 1352.752110.454.3512.34344.44347.654.350.29347.950.435344.76711 to 1217.19181.631.983.58353.12353.831.980.06353.890.116353.14810 to 12257.25219.483.9412.26344.76348.183.940.24348.420.358346.397b to 13360246.613.4332.78344.44347.652.10.07347.720.085352109 to 10198.6216.692.7810.05346.3349.342.780.12349.460.178347.1118 to 9247.25184.532.565.22347.1349.812.560.1349.920.186347.71127a to 8325.75184.852.746.21347.71350.292.750.12350.410.213348.85136 to 9211.2185.963.375.26347.1349.813.370.18349.990.322347.63145 to 615183.812.473.83352.42353.642.470.1353.740.133352.4415
3 to 6
25
18
3.56
2.01
3.64
347.63
350.67
2.01
0.06
350.73
0.115
347.66
LineLine IDHGLUp
Grnd/RimElev Up
CoverUpVelUpVelHd UpEGLUpSfUpSfAve
EnergyLoss
J-LossMinor Loss
No.
(ft)
(ft)
(ft)
(ft/s)
(ft)
(ft)
(%)
(%)
(ft)
Coeff
(ft)
116 to SUMP346.02355.729.223.970.24346.270.1730.1710.0830.560.14215 to 16346.52356.379.853.280.17346.690.1540.1540.02610.17317 to15346.69355.7210.170.920.01346.710.0240.0240.00610.01414 to 15347.06356.910.173.150.15347.220.1420.1420.3770.150.02513 to 14347.4935710.063.250.16347.650.1520.1520.40110.16612 to 13347.88357.510.994.340.29348.180.4350.4350.2310.29711 to 12353.85356.852.211.980.06353.910.1170.1170.0210.06810 to 12349.1357.869.813.940.24349.340.3580.3580.92210.2497b to 13352.91 j357.23.24.750.35353.260.4730.2791.0051n/a
109 to 10349.69357.358.52.780.12349.810.1780.1780.35410.12118 to 9350.27356.97.692.560.1350.380.1860.1860.460.150.02127a to 8350.98357.57.152.740.12351.10.2130.2130.69510.12136 to 9350.49356.87.673.370.18350.670.3220.3220.6810.18145 to 6353.66356.152.212.470.1353.760.1330.1330.0210.115
3 to 6
350.7
356.15
6.99
2.01
0.06
350.76
0.115
0.115
0.029
1
0.06
SUMP
16 - CB# 5
15
17 - CB# 4
Line No. 1
Line No. 2
Line No. 3
15
14
13
Line No. 4
Line No. 5
13
12
11 - CB# 3
Line No. 6
Line No. 7
10
13
12
Line No. 6
Line No. 8
13
7b
Line No. 9
10
9
6
Line No. 10
Line No. 13
9
8
7a
Line No. 11
Line No. 12
9
6
5 - CB# 1
Line No. 13
Line No. 14
6
3 - CB# 2
Line No. 15
Drainage Study - Area B
LineLineIDLineLengthLineSizeFlowRateVelAveCapacityFullInvertDnHGLDnVelDnVelHd DnEGLDnSfDnInvertUpNo.
(ft)
(in)
(cfs)
(ft/s)
(cfs)
(ft)
(ft)
(ft/s)
(ft)
(ft)
(%)
(ft)
117 to SUMP44.2012413.064.1624.063433464.160.27346.270.334343.5216 to 1728.2812410.873.4630.07343.5346.33.460.19346.480.231344315 to 16243.3792411.213.578.58344346.433.570.2346.630.246344.35414 to 15264.2172411.63.697.49344.35347.063.690.21347.270.263344.64510 to 14310248.784.0124.44344.64347.962.80.12348.090.151348.2669 to 10141.781249.032.876.85348.26350.262.870.13350.390.159348.3977 to 9273187.924.483.48348.39350.614.480.31350.930.569348.6983 to 752.75183.872.193.54348.69352.482.190.07352.550.136348.7592 to 344182.241.273.54348.75352.631.270.02352.650.046348.8
108 to 975.2181.612.1318.52348.39350.610.910.01350.630.024350.731113 to 1417183.782.143.6344.64347.962.140.07348.040.13344.661212 to 1343.031183.772.1312.19344.66348.062.130.07348.130.129345.241311 to 1250182.051.163.32345.24348.181.160.02348.20.038345.29146 to 742.75184.42.493.59348.69352.482.490.1352.580.176348.7415
5 to 6
44
18
2.52
1.43
3.54
348.74
352.65
1.43
0.03
352.68
0.058
348.79
LineLineIDHGLUp
Grnd/RimElev Up
CoverUpVelUpVelHd UpEGLUpSfUpSfAve
EnergyLoss
J-LossMinorLoss
No.
(ft)
(ft)
(ft)
(ft/s)
(ft)
(ft)
(%)
(%)
(ft)
Coeff
(ft)
117 to SUMP346.15353.47.94.160.27346.420.3330.3330.1470.550.15216 to 17346.36354.88.83.460.19346.550.2310.2310.0650.370.07315 to 16347.03356.410.053.570.2347.230.2460.2460.5980.150.03414 to 15347.75357.3310.693.690.21347.960.2630.2630.69510.21510 to 14349.32 j357.57.245.220.42349.740.5020.3261.0121n/a69 to 10350.49355.855.462.870.13350.610.1590.1590.22610.1377 to 9352.17353.83.614.480.31352.480.5690.5691.55310.3183 to 7352.55353.43.152.190.07352.630.1360.1360.07210.0792 to 3352.65353.43.11.270.02352.670.0460.0460.0210.02108 to 9351.21 j354.612.383.340.17351.380.4930.2580.1941n/a1113 to 14347.99357.3311.172.140.07348.060.130.130.02210.071212 to 13348.11356.59.762.130.07348.180.1290.1290.05510.071311 to 12348.2356.59.711.160.02348.220.0380.0380.01910.02146 to 7352.56353.43.162.490.1352.650.1760.1760.07510.115
5 to 6
352.68
353.4
3.11
1.43
0.03
352.71
0.058
0.058
0.025
1
0.03
SUMP
17 - CB# 6
16
Line No. 1
Line No. 2
16
15
14
Line No. 3
Line No. 4
Line No. 5
14
10
10
9
Line No. 6
9
7
Line No. 7
7
3 - CB# 10
2 - CB# 12
Line No. 8
Line No. 9
9
8 - CB# 9
Line No. 10
14
13
12 - CB# 7
11 - CB# 8
Line No. 11
Line No. 12
Line No. 13
7
6 - CB# 11
5 - CB# 13
Line No. 14
Line No. 15
INLET SIZING CALCULATIONS
Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.Thursday, Jul 25 2013
Catch Basin 1 - Drainage Study Areas A3
Curb Inlet
Location= Sag
Curb Length (ft)= 7.00
Throat Height (in)= 4.50
Grate Area (sqft)= -0-
Grate Width (ft)= -0-
Grate Length (ft)= -0-
Gutter
Slope, Sw (ft/ft)= 0.083
Slope, Sx (ft/ft)= 0.020
Local Depr (in)= 2.00
Gutter Width (ft)= 2.00
Gutter Slope (%)= -0-
Gutter n-value= -0-
Calculations
Compute by:Known Q
Q (cfs)= 3.81
Highlighted
Q Total (cfs)= 3.81
Q Capt (cfs)= 3.81
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 5.48
Efficiency (%)= 100
Gutter Spread (ft)= 8.20
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.Thursday, Jul 25 2013
Catch Basin 2 - Drainage Study Areas A1 & A2
Curb Inlet
Location= Sag
Curb Length (ft)= 7.00
Throat Height (in)= 4.50
Grate Area (sqft)= -0-
Grate Width (ft)= -0-
Grate Length (ft)= -0-
Gutter
Slope, Sw (ft/ft)= 0.083
Slope, Sx (ft/ft)= 0.020
Local Depr (in)= 2.00
Gutter Width (ft)= 2.00
Gutter Slope (%)= -0-
Gutter n-value= -0-
Calculations
Compute by:Known Q
Q (cfs)= 3.56
Highlighted
Q Total (cfs)= 3.56
Q Capt (cfs)= 3.56
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 5.33
Efficiency (%)= 100
Gutter Spread (ft)= 7.56
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.Wednesday, Jun 19 2013
Catch Basin 3 - Drainage Study Areas A6
Curb Inlet
Location= Sag
Curb Length (ft)= 3.50
Throat Height (in)= 4.50
Grate Area (sqft)= -0-
Grate Width (ft)= -0-
Grate Length (ft)= -0-
Gutter
Slope, Sw (ft/ft)= 0.083
Slope, Sx (ft/ft)= 0.020
Local Depr (in)= 2.00
Gutter Width (ft)= 2.00
Gutter Slope (%)= -0-
Gutter n-value= -0-
Calculations
Compute by:Known Q
Q (cfs)= 1.63
Highlighted
Q Total (cfs)= 1.63
Q Capt (cfs)= 1.63
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 4.58
Efficiency (%)= 100
Gutter Spread (ft)= 4.45
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.Wednesday, Jun 19 2013
Catch Basin 4 - Drainage Study Areas A7
Curb Inlet
Location= Sag
Curb Length (ft)= 3.50
Throat Height (in)= 4.50
Grate Area (sqft)= -0-
Grate Width (ft)= -0-
Grate Length (ft)= -0-
Gutter
Slope, Sw (ft/ft)= 0.083
Slope, Sx (ft/ft)= 0.020
Local Depr (in)= 2.00
Gutter Width (ft)= 2.00
Gutter Slope (%)= -0-
Gutter n-value= -0-
Calculations
Compute by:Known Q
Q (cfs)= 1.62
Highlighted
Q Total (cfs)= 1.62
Q Capt (cfs)= 1.62
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 4.57
Efficiency (%)= 100
Gutter Spread (ft)= 4.41
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.Wednesday, Jun 19 2013
Catch Basin 5 - Drainage Study Areas A8
Curb Inlet
Location= Sag
Curb Length (ft)= 3.50
Throat Height (in)= 4.50
Grate Area (sqft)= -0-
Grate Width (ft)= -0-
Grate Length (ft)= -0-
Gutter
Slope, Sw (ft/ft)= 0.083
Slope, Sx (ft/ft)= 0.020
Local Depr (in)= 2.00
Gutter Width (ft)= 2.00
Gutter Slope (%)= -0-
Gutter n-value= -0-
Calculations
Compute by:Known Q
Q (cfs)= 1.15
Highlighted
Q Total (cfs)= 1.15
Q Capt (cfs)= 1.15
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 4.04
Efficiency (%)= 100
Gutter Spread (ft)= 2.22
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.Wednesday, Jun 19 2013
Catch Basin 6 - Drainage Study Areas B10
Curb Inlet
Location= Sag
Curb Length (ft)= 3.50
Throat Height (in)= 4.50
Grate Area (sqft)= -0-
Grate Width (ft)= -0-
Grate Length (ft)= -0-
Gutter
Slope, Sw (ft/ft)= 0.083
Slope, Sx (ft/ft)= 0.020
Local Depr (in)= 2.00
Gutter Width (ft)= 2.00
Gutter Slope (%)= -0-
Gutter n-value= -0-
Calculations
Compute by:Known Q
Q (cfs)= 3.09
Highlighted
Q Total (cfs)= 3.09
Q Capt (cfs)= 3.09
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 5.95
Efficiency (%)= 100
Gutter Spread (ft)= 10.17
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Catch Basin 7 - Drainage Study Areas B9
Curb Inlet
Location= Sag
Curb Length (ft)= 3.50
Throat Height (in)= 4.50
Grate Area (sqft)= -0-
Grate Width (ft)= -0-
Grate Length (ft)= -0-
Gutter
Slope, Sw (ft/ft)= 0.083
Slope, Sx (ft/ft)= 0.020
Local Depr (in)= 2.00
Gutter Width (ft)= 2.00
Gutter Slope (%)= -0-
Gutter n-value= -0-
Calculations
Compute by:Known Q
Q (cfs)= 1.80
Highlighted
Q Total (cfs)= 1.80
Q Capt (cfs)= 1.80
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 4.77
Efficiency (%)= 100
Gutter Spread (ft)= 5.23
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.Thursday, Jul 25 2013
Catch Basin 8 - Drainage Study Areas B8
Curb Inlet
Location= Sag
Curb Length (ft)= 3.50
Throat Height (in)= 4.50
Grate Area (sqft)= -0-
Grate Width (ft)= -0-
Grate Length (ft)= -0-
Gutter
Slope, Sw (ft/ft)= 0.083
Slope, Sx (ft/ft)= 0.020
Local Depr (in)= 2.00
Gutter Width (ft)= 2.00
Gutter Slope (%)= -0-
Gutter n-value= -0-
Calculations
Compute by:Known Q
Q (cfs)= 2.05
Highlighted
Q Total (cfs)= 2.05
Q Capt (cfs)= 2.05
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 5.03
Efficiency (%)= 100
Gutter Spread (ft)= 6.31
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.Thursday, Jul 25 2013
Catch Basin 9 - Drainage Study Areas B7
Curb Inlet
Location= Sag
Curb Length (ft)= 3.50
Throat Height (in)= 4.50
Grate Area (sqft)= -0-
Grate Width (ft)= -0-
Grate Length (ft)= -0-
Gutter
Slope, Sw (ft/ft)= 0.083
Slope, Sx (ft/ft)= 0.020
Local Depr (in)= 2.00
Gutter Width (ft)= 2.00
Gutter Slope (%)= -0-
Gutter n-value= -0-
Calculations
Compute by:Known Q
Q (cfs)= 1.61
Highlighted
Q Total (cfs)= 1.61
Q Capt (cfs)= 1.61
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 4.57
Efficiency (%)= 100
Gutter Spread (ft)= 4.41
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.Thursday, Jul 25 2013
Catch Basin 10 - Drainage Study Areas B5
Curb Inlet
Location= Sag
Curb Length (ft)= 3.50
Throat Height (in)= 4.50
Grate Area (sqft)= -0-
Grate Width (ft)= -0-
Grate Length (ft)= -0-
Gutter
Slope, Sw (ft/ft)= 0.083
Slope, Sx (ft/ft)= 0.020
Local Depr (in)= 2.00
Gutter Width (ft)= 2.00
Gutter Slope (%)= -0-
Gutter n-value= -0-
Calculations
Compute by:Known Q
Q (cfs)= 2.21
Highlighted
Q Total (cfs)= 2.21
Q Capt (cfs)= 2.21
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 5.15
Efficiency (%)= 100
Gutter Spread (ft)= 6.83
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.Wednesday, Jun 19 2013
Catch Basin 11 - Drainage Study Areas B6
Curb Inlet
Location= Sag
Curb Length (ft)= 3.50
Throat Height (in)= 4.50
Grate Area (sqft)= -0-
Grate Width (ft)= -0-
Grate Length (ft)= -0-
Gutter
Slope, Sw (ft/ft)= 0.083
Slope, Sx (ft/ft)= 0.020
Local Depr (in)= 2.00
Gutter Width (ft)= 2.00
Gutter Slope (%)= -0-
Gutter n-value= -0-
Calculations
Compute by:Known Q
Q (cfs)= 2.43
Highlighted
Q Total (cfs)= 2.43
Q Capt (cfs)= 2.43
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 5.37
Efficiency (%)= 100
Gutter Spread (ft)= 7.73
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.Wednesday, Jun 19 2013
Catch Basin 12 - Drainage Study Areas B1 & B3
Curb Inlet
Location= Sag
Curb Length (ft)= 3.50
Throat Height (in)= 4.50
Grate Area (sqft)= -0-
Grate Width (ft)= -0-
Grate Length (ft)= -0-
Gutter
Slope, Sw (ft/ft)= 0.083
Slope, Sx (ft/ft)= 0.020
Local Depr (in)= 2.00
Gutter Width (ft)= 2.00
Gutter Slope (%)= -0-
Gutter n-value= -0-
Calculations
Compute by:Known Q
Q (cfs)= 2.08
Highlighted
Q Total (cfs)= 2.08
Q Capt (cfs)= 2.08
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 5.04
Efficiency (%)= 100
Gutter Spread (ft)= 6.35
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.Wednesday, Jun 19 2013
Catch Basin 13 - Drainage Study Areas B2 & B4
Curb Inlet
Location= Sag
Curb Length (ft)= 3.50
Throat Height (in)= 4.50
Grate Area (sqft)= -0-
Grate Width (ft)= -0-
Grate Length (ft)= -0-
Gutter
Slope, Sw (ft/ft)= 0.083
Slope, Sx (ft/ft)= 0.020
Local Depr (in)= 2.00
Gutter Width (ft)= 2.00
Gutter Slope (%)= -0-
Gutter n-value= -0-
Calculations
Compute by:Known Q
Q (cfs)= 2.34
Highlighted
Q Total (cfs)= 2.34
Q Capt (cfs)= 2.34
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 5.28
Efficiency (%)= 100
Gutter Spread (ft)= 7.38
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
DRAINAGE EXHIBIT
VOLUME REQ'D: 8.72 AC.FT. VOLUME PROVIDED: 9.80 AC.FT.D.W.S.: 351.0BOTTOM ELEV.: 341.0
8/29/13