HomeMy WebLinkAboutTract 6968 Drainage StudyTract No. 6968
DRAINAGE STUDY
2
Table of Contents
1.0 PURPOSE ................................................................................................................. 3
2.0 GUIDELINES ............................................................................................................ 3
3.0 DESIGN APPROACH ............................................................................................... 3
4.0 CONCLUSION AND RECOMMENDATIONS ............................................................ 6
Soil Map .................................................................................................. back of report
Time of Concentration (Tc) Calculations .................................................. back of report
Inlet Sizing Calculations .......................................................................... back of report
Hydraulic Calculations and Pipe Profiles ................................................. back of report
Basin Exhibit ........................................................................................... back of report
Temporary Sump Exhibit ........................................................................ back of report
Drainage Exhibit ...................................................................... sleeve in back of report
Reference ............................................................................................... back of report
Tract No. 6968
DRAINAGE STUDY
3
1.0 PURPOSE
The purpose for this drainage study is as follows:
1. To provide a storm drainage system in accordance with the City of Bakersfield
requirements and guidelines.
2. To provide an economical and reasonable design for storm drain conveyance and
disposal facilities.
2.0 GUIDELINES
The following design standards were used in the development of this study:
1. Initial times of concentration (roof to gutter) are 10 minutes for Commercial
Development and 15 minutes for R-1 Development.
2. The following runoff coefficients were used for this project:
• 0.42 - R-1, 6,000 S.F.
• 0.55 - R-2, Multi-Family Housing
• 0.90 - Commercial
• 0.95 - Pavement, drives, and roofs
3. Rainfall intensity curves used are those shown on Plate D-1 of the City of Bakersfield,
Subdivision & Engineering Manual.
4. Sub-areas using multiple run-off coefficients are given a weighted average based on
the area relative to each coefficient.
5. Approximately 56% of the site is Soil Group C – Milham sandy loam with 0 to 2
percent slopes and the remaining 44% of the site classified as Soil Group A -
Kimberlina fine sandy loam, 0 to 2 percent slopes. The soil groups were obtained
from the US Department of Agriculture Soils Survey. A Soil Map is enclosed with this
report.
3.0 DESIGN APPROACH
Tract 6968 Phases 1 to 10, the future commercial corner, and the Future R-1/R-2 Development
are all located within the City of Bakersfield, CA Section 5, T.29S., R.27E M.D.M. The drainage
improvements identified with this project are designed to benefit all areas bounded to the east by
Coffee Road, to the north by Etchart Road, to the south by Snow Road, and to the west by Tract
7264 that takes storm drain runoff to the Basin Drainage Area. All of the area within the
aforementioned boundary have been included in this study and shall drain to the Drainage Basin
identified in this study.
The areas contributing to the projects retention basin are zoned Commercial, R-1 (Single Family),
and R-2 (Limited Multi-Family) and have been modeled as such to accurately approximate the
projects runoff. Although there is a future park site located within the project area, it has been
determined the North of the River Recreation and Parks District (NOR) will retain all storm water
runoff produced by the park onsite.
The study area was divided into sub-areas used to identify all flow contributions to the proposed
drainage inlets. Flows were estimated utilizing the City of Bakersfield Rational Method in
accordance with the Subdivision Standards. Flows were computed using the formula Q=CIA,
where “Q” is the flow in cubic feet per second, “C” is the runoff coefficient, “I” is the intensity in
inches per hour and “A” is the area in acres. The 10-year Storm event was used to determine
curb capacities, catch basin opening sizes, and pipe sizes.
Tract No. 6968
DRAINAGE STUDY
4
The proposed project at ultimate buildout will consist of 374 residential lots ranging in size from
6,006 SF to 16,866 SF. The drainage system outlined in this study will collect the discharge
produced by off-site areas such as Etchart Road, Coffee Road, Basalt Street and Snow Road. A
weighted composite runoff coefficient was calculated for Drainage Areas 1, 2, 3, 17, and 18 to
account for the different development types located within each subarea.
Drainage Area 1 includes the south half of Etchart Road from Vail Way to Coffee Road, as well as
the north half of Avon Street easterly of Vail Way. Drainage Area 1 discharges its storm water
runoff to a catch basin (CB #1) located at the T-intersection of Vail Way and Avon Street.
Drainage Area 2 includes the south half of Avon Street, the entire north half of the Basalt Street,
and a portion of Thornton Way and Coffee Road. Drainage Area 2 will discharge into a catch
basin (CB #2) located at the T-intersection of Basalt Street and Thornton Way. As previously
mention, the Future Park Site will self-retain per NOR. Drainage Area 3 includes the southerly
half of Basalt Street from Coffee Road to Thornton Way but does not include the Future R-1 Site.
Catch basins #3 & #4, located at the knuckle of Creede Street and Thornton Way, will collect
runoff produced by Drainage Areas 3 & 4. Drainage Areas 5 & 6 discharge runoff into two catch
basins (CB #5 & CB #6) located at the four-way intersection of Estes Park Street and Rangley
Way. Drainage Areas 7, 8 and 9 each surface flow to three separate catch basins (CB #7, CB #8
& CB #9) located at the T-Intersection of Grandy Street and Rangley Way. Runoff produced by
Drainage Area 10 is collected in a catch basin (CB # 10) located at the T-intersection of Northglen
Way and Grandy Street. Drainage Area 11 collects runoff in a catch basin (CB #11) at the T-
intersection of Northglen Way and Kowa Street. Three separate catch basins (CB # 12, CB #13,
& CB #14) located at the T-intersection of Kowa Street and Nederland Way collect runoff from
Drainage Area 12, 13 & 14. Drainage Areas 15 through 18 discharge runoff to four separate catch
basins (CB #15 through CB #18) located at the four-way intersection of Nederland Way and
Moffat Street. Drainage Areas 17 & 18 both utilize a composite runoff coefficient as they each
accept runoff from Snow Road.
A 30” RCP line has been designed to run easterly along Moffat Street to provide a connection to
the proposed system for the future development. The future development areas are currently
zoned for R-1 (Single Family), R-2 (Limited Multi-Family), and Commercial (See Drainage Exhibit
for a breakdown of acreages).
The proposed retention basin is located at the southwest corner of the project and has been sized
to handle all of the discharge from Tracts 6968, 7264, & the Future Residential and Commercial
developments. The proposed sump will have a bottom elevation of 390.00 with a Design Water
Surface of 399.50. The total area contributing to the proposed basin is approximately 151.95
acres with a required sump capacity of 11.44 acre-feet (AF). The required basin volume was
calculated using the City of Bakersfield sump volume equation for the 24-hour 100 year storm
(V=0.15 x Ʃ (CxA)). The proposed sump has been design to provide a volume of 12.03 AF. The
various areas included in this study and their corresponding runoff coefficients are shown below
and on the Basin Exhibit.
Tract No. 6968
DRAINAGE STUDY
5
Area Acres Coefficient C x A
TRACT 7264
R-1, 10,000 SF 33.67 0.34 11.45
Snow Road, Quail Creek
Road, & Etchart Road 6.37 0.95 6.05
TRACT 6968
R-1, 6000 SF 80.03 0.42 33.61
R-2, Multi-Family 11.19 0.55 6.15
Commercial 12.71 0.90 11.44
Snow Road, Coffee Road, &
Etchart Road 7.98 0.95 7.58
ALL TRACTS Ʃ(CXA) = 76.28
TOTAL 151.95 VOLUME REQUIRED (AF) = 11.44
Initial Time of Concentrations were used for each Drainage Area assuming a roof to gutter time of
10 minutes for the future Commercial development and 15 minutes for the proposed R-1 & R-2
developments. The attached Time of Concentration (Tc) Calculations were then used to
determine the longest time of concentrations for each Drainage Area in a 10-year event. The
longest Time of Concentration (Tc) for each drainage area was then used to calculate the
corresponding rainfall intensity for the 10-year storm per the City’s IDF Curve (Plate D-1). The
flows were then calculated using the Rational Method and were routed through each of the
respective systems. The total flows in each pipe were then entered in Hydraflow Storm Sewers
2017 to help module the systems hydraulically. Hydraflow Storm Sewers calculates the HGL in
each pipe given the starting HGL, the flow in each pipe, and the pipe slope/inverts. The starting
HGL for the outfall pipe, Pipe 1, was modeled to start at the mid design depth elevation (394.75)
of the proposed retention basin.
Two Temporary Sumps will also be required to collect runoff not captured by the proposed
Drainage System. Both Temporary Sumps have sized using the City of Bakersfield Sump Volume
Equation (V=0.15 x Ʃ (CxA)). The first temporary sump will be located at the Northwest corner of
the project and will be removed with the construction of Tract 7264. This temporary sump has a
total contributing area of 0.85 acres with a runoff coefficient of 0.95. The first temporary sump has
been designed to store 0.13 AF of runoff with a required volume of 0.12 AF. The second
temporary sump is located at the south easterly tract boundary along Coffee Road and will be
removed with the future development of Coffee Road. This temporary sump has a total
contributing area of 0.88 acres with a runoff coefficient of 0.95. The second temporary sump has
been designed to store 0.135 AF of runoff with a required volume of 0.13 AF. Both of the
temporary sumps shall have a maximum depth of 1.5’ and can be seen on the attached
Temporary Sump Exhibit.
Tract No. 6968
DRAINAGE STUDY
6
4.0 CONCLUSION AND RECOMMENDATIONS
The main objective of this study was to design an economical storm drain system for the
proposed project that meets the design standards set forth by the City of Bakersfield. The storm
drain systems outlined in this study will be able to handle all runoff produce by the project area in
a 10-year storm event. The City of Bakersfield’s 10-year storm event was used in this study to
calculate the anticipated storm water runoff produced by this project. The storm water was then
routed through the proposed drainage system to determine the pipe sizes required to convey the
runoff to the onsite retention basin. The Basin Exhibit and Basin Sizing Calculations, part of this
study, show that the basin has been designed in accordance with the City of Bakersfield’s
guidelines. The basin will have a total design water depth of 9.5’ with a minimum of 1’ of
freeboard. The proposed site is estimated to require a sump capacity of 11.44 AF while the
retention basin has been designed to provide 12.03 AF of available storage. Therefore, the
proposed basin has an additional 0.59 AF of capacity then is required by the City of Bakersfield.
In accordance with the City’s Development standards, the beginning Hydraulic Grade Line (HGL)
was modeled to start at the mid design depth elevation (349.75) of the basin at the outlet
structure(s). The HGL for the porposed system is not less than 0.5’ below the proposed finished
surface elevation at any manhole or inlet. All the pipes in this system have been sized to be either
18” RCP, 24” RCP, 30” RCP, or 36” RCP.
Tract No. 6968
DRAINAGE STUDY
7
Vicinity Map
Tract No.
6968
SOIL MAP
Hydrologic Soil Group—Kern County, California, Northwestern Part
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/19/2015
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309500 309600 309700 309800 309900 310000 310100
309500 309600 309700 309800 309900 310000 310100
35° 26' 6'' N
11
9
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5
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5
7
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W
35° 26' 6'' N
11
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35° 25' 34'' N
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35° 25' 34'' N
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N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 200 400 800 1200
Feet
0 50 100 200 300
Meters
Map Scale: 1:4,660 if printed on A portrait (8.5" x 11") sheet.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Kern County, California, Northwestern Part
Survey Area Data: Version 7, Sep 18, 2014
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Aug 13, 2013—Oct 23,
2013
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Hydrologic Soil Group—Kern County, California, Northwestern Part
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/19/2015
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Kern County, California, Northwestern Part (CA666)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
174 Kimberlina fine sandy
loam, 0 to 2 percent
slopes MLRA 17
A 50.2 43.9%
196 Milham sandy loam, 0 to
2 percent slopes
MLRA 17
C 64.3 56.1%
Totals for Area of Interest 114.5 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Hydrologic Soil Group—Kern County, California, Northwestern Part
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/19/2015
TIME OF CONCENTRATION (Tc)
CALCULATIONS
CITY OF BAKERSFIELD RATIONAL METHOD
(In accordance with City of Bakersfield Standards)
TABLE OF RUNOFF COEFFICIENTS
R-1, 6000 SF 0.42
JOB TITLE:Tract 6968 R-1, 6750 SF 0.4
DATE:Apr-17 R-1, 7500 SF 0.38
R-1, 10000 SF 0.34
Rational Values:R-1, 15000 SF 0.27
Event: 10 YEAR Values: 5, 10, 50 R-2 0.55
M.A.P. 6 in./yr. Values: 6, 10, 15, 20, 25, 30 Commercial 0.9
Industrial 0.8
Curve Values Parks 0.15
a: 2.38 I=a+bTc (Tc<20min.) Grasslands, Type A Soil 0.15
b: -0.058 Grasslands, Type B Soil 0.25
P60: 0.550 I=K1*(6.02*Tc)^(0.17*LN(p60/K1) Grasslands, Type C Soil 0.35
K1: 40.00 (Tc>=20min.) Grasslands, Type D Soil 0.45
Pavement, drives & roofs 0.95
Backyards 0.05
Lawn-landscape 2% slope 0.10 0.17
Lawn-landscape 2-7% slope 0.15 0.22
Lawn-landscape 7% slope 0.20 0.35
SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm Inlet Curb D
NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Size Cap Pipe
Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In Dia.
AC. MIN. Feet Ft/Ft MIN. MIN. In.
AREA 1 0.62 1.27 4.28 19.10 608 3.96 0.65% 3.37 60 2.47 19.10 15 4.10 4.25
Pipes 14-16 680 1.91 5.94 18
25.04
AREA 2 0.49 1.10 8.73 22.89 1227 6.35 0.52% 4.72 60 2.59 22.89 15 7.89 4.63
Pipe 17 15 2.67 0.09 18
22.98
Pipes 12-13 0.53 1.03 13.01 352 7.17 2.28 25.04 2.57 24
27.61
AREA 3 0.45 1.08 7.96 23.58 1297 6.33 0.49% 3.88 60 2.52 23.58 15 8.58 4.39
Pipe 19 26 2.19 0.20 18
23.78
AREA 4 0.42 1.09 5.40 23.31 962 2.87 0.30% 2.47 60 1.93 23.31 15 8.31 4.20
Pipe 18 24 1.40 0.29 18
23.60
Pipes 10-11 0.48 0.96 26.37 582 12.31 3.92 27.61 2.47 24
30.08
AREA 5 0.42 1.18 4.88 20.84 834 5.84 0.70% 2.42 60 2.38 20.84 15 5.84 3.95
Pipe 20 25 1.37 0.30 18
21.14
AREA 6 0.42 1.20 1.84 20.34 493 1.31 0.27% 0.93 60 1.54 20.34 15 5.34 3.19
Pipe 21 15 0.53 0.47 18
20.81
Tc CALCULATIONS
TRACT 6968: PHASE 1 TO 9 AND OFF-SITE AREA
Hydrology_10_yr.xls
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr Calc
SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm Inlet Curb D
NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Size Cap Pipe
Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In Dia.
AC. MIN. Feet Ft/Ft MIN. MIN. In.
TRACT 6968: PHASE 1 TO 9 AND OFF-SITE AREAPipe 9 0.47 0.90 33.09 304 14.12 2.88 30.08 1.76 30
31.85
AREA 7 0.42 1.17 4.88 21.15 877 4.86 0.55% 2.40 60 2.38 21.15 15 6.15 3.93
Pipe 31 51 1.36 0.63 18
21.78
AREA 8 0.42 1.15 3.56 21.54 723 2.07 0.29% 1.73 60 1.84 21.54 15 6.54 3.81
Pipe 32 41 0.98 0.70 18
22.24
Pipe 8 0.46 0.87 41.53 27 16.62 3.39 31.85 0.13 30
31.98
AREA 9 0.42 1.06 4.61 24.10 1041 3.20 0.31% 2.06 60 1.91 24.10 15 9.10 4.04
Pipe 33 33 1.17 0.47 18
24.57
Pipe 7 0.46 0.87 46.14 175 18.25 3.72 31.98 0.79 30
32.77
AREA 10 0.42 1.21 3.82 20.26 716 3.40 0.47% 1.94 60 2.27 20.26 15 5.26 3.62
Pipe 23 41 1.10 0.63 18
20.89
Pipe 6 0.45 0.85 49.96 545 19.29 3.93 32.77 2.31 30
35.08
AREA 11 0.42 1.19 3.82 20.62 716 3.18 0.44% 1.91 60 2.12 20.62 15 5.62 3.75
Pipe 22 49 1.08 0.76 18
21.38
Pipe 5 0.45 0.81 53.78 165 19.66 2.78 35.08 0.99 36
36.06
AREA 12 0.42 1.08 4.61 23.61 985 3.09 0.31% 2.09 60 1.91 23.61 15 8.61 4.05
Pipe 29 29 1.18 0.41 18
24.02
Pipe 4 0.45 0.79 58.39 17 20.80 2.94 36.06 0.10 36
36.16
AREA 13 0.42 1.11 4.88 22.66 881 2.68 0.30% 2.28 60 1.92 22.66 15 7.66 4.12
Pipe 30 41 1.29 0.53 18
23.19
Hydrology_10_yr.xls
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr Calc
SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm Inlet Curb D
NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Size Cap Pipe
Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In Dia.
AC. MIN. Feet Ft/Ft MIN. MIN. In.
TRACT 6968: PHASE 1 TO 9 AND OFF-SITE AREAAREA 14 0.42 1.15 3.56 21.56 724 2.06 0.28% 1.72 60 1.84 21.56 15 6.56 3.81
Pipe 28 51 0.98 0.87 18
22.43
Pipe 3 0.45 0.79 66.83 530 23.56 3.33 36.16 2.65 36
38.81
AREA 15 0.42 1.07 3.31 23.94 881 2.37 0.27% 1.49 60 1.64 23.94 15 8.94 3.71
Pipe 25 15 0.84 0.31 18
24.25
AREA 16 0.42 1.17 4.88 21.26 723 2.00 0.28% 2.39 60 1.92 21.26 15 6.26 4.17
Pipe 24 0.42 1.06 8.19 15 3.64 2.06 24.25 0.12 18
24.37
AREA 17 0.59 1.27 3.77 19.10 598 2.75 0.46% 2.83 60 2.43 19.10 15 4.10 4.09
Pipe 27 25 1.60 0.27 18
19.37
AREA 18 0.45 1.29 1.71 18.74 348 0.85 0.24% 1.00 60 1.55 18.74 15 3.74 3.26
Pipe 26 0.55 1.25 5.48 25 3.76 2.13 19.37 0.20 18
19.56
OFFSITE 0.72 0.79 31.41 36.35 3320 13.00 0.39% 17.80 60 2.10 36.35 10 26.35
Pipes 34-35 715 3.63 3.29 30
39.64
Pipes 36 0.68 0.74 38.49 43 19.39 3.95 39.64 0.18 30
39.82
Pipe 2 0.53 0.74 105.32 51 41.29 5.84 39.82 0.15 36
39.96
Pipe 1 0.52 0.74 118.99 470 45.91 6.50 39.96 1.21 36
41.17
Required Sump Capacity = 0.15 x C x A = 8.82 ac-ft
C = 0.53 A= 111.91 acres
Hydrology_10_yr.xls
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr Calc
INLET & PIPE SIZING CALCULATIONS
INLET
PE SIZING CALCULATIONS INLET
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Sep 30 2016
Catch Basin #1 - Drainage Area 1
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 3.37
Highlighted
Q Total (cfs) = 3.37
Q Capt (cfs) = 3.37
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 6.54
Efficiency (%) = 100
Gutter Spread (ft) = 4.29
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Sep 30 2016
Catch Basin #2 - Drainage Area 2
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 4.72
Highlighted
Q Total (cfs) = 4.72
Q Capt (cfs) = 4.72
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 8.02
Efficiency (%) = 100
Gutter Spread (ft) = 10.46
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Sep 30 2016
Catch Basin #3 - Drainage Area 3
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 3.88
Highlighted
Q Total (cfs) = 3.88
Q Capt (cfs) = 3.88
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 7.04
Efficiency (%) = 100
Gutter Spread (ft) = 6.38
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Sep 30 2016
Catch Basin #4 - Drainage Area 4
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 2.47
Highlighted
Q Total (cfs) = 2.47
Q Capt (cfs) = 2.47
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 5.40
Efficiency (%) = 100
Gutter Spread (ft) = 7.89
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 6 2016
Catch Basin #5 - Drainage Area 5
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 2.42
Highlighted
Q Total (cfs) = 2.42
Q Capt (cfs) = 2.42
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 5.33
Efficiency (%) = 100
Gutter Spread (ft) = 7.58
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Friday, Sep 30 2016
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 6 2016
Catch Basin #6 - Drainage Area 6
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 0.93
Highlighted
Q Total (cfs) = 0.93
Q Capt (cfs) = 0.93
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 3.75
Efficiency (%) = 100
Gutter Spread (ft) = 1.76
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Friday, Sep 30 2016
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 6 2016
Catch Basin #7 - Drainage Area 7
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 2.40
Highlighted
Q Total (cfs) = 2.40
Q Capt (cfs) = 2.40
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 5.30
Efficiency (%) = 100
Gutter Spread (ft) = 7.46
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Friday, Sep 30 2016
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 6 2016
Catch Basin #8 - Drainage Area 8
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 1.73
Highlighted
Q Total (cfs) = 1.73
Q Capt (cfs) = 1.73
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 4.66
Efficiency (%) = 100
Gutter Spread (ft) = 4.80
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Friday, Sep 30 2016
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 6 2016
Catch Basin #9 - Drainage Area 9
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 2.06
Highlighted
Q Total (cfs) = 2.06
Q Capt (cfs) = 2.06
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-
Friday, Sep 30 2016
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 6 2016
Catch Basin #10 - Drainage Area 10
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 1.94
Highlighted
Q Total (cfs) = 1.94
Q Capt (cfs) = 1.94
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 4.86
Efficiency (%) = 100
Gutter Spread (ft) = 5.61
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Friday, Sep 30 2016
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 6 2016
Catch Basin #11 - Drainage Area 11
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 1.91
Highlighted
Q Total (cfs) = 1.91
Q Capt (cfs) = 1.91
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 4.86
Efficiency (%) = 100
Gutter Spread (ft) = 5.61
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Friday, Sep 30 2016
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 6 2016
Catch Basin #12 - Drainage Area 12
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 2.09
Highlighted
Q Total (cfs) = 2.09
Q Capt (cfs) = 2.09
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 5.06
Efficiency (%) = 100
Gutter Spread (ft) = 6.43
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Friday, Sep 30 2016
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 6 2016
Catch Basin #13 - Drainage Area 13
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 2.28
Highlighted
Q Total (cfs) = 2.28
Q Capt (cfs) = 2.28
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 5.21
Efficiency (%) = 100
Gutter Spread (ft) = 7.07
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Friday, Sep 30 2016
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 6 2016
Catch Basin #14 - Drainage Area 14
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 1.72
Highlighted
Q Total (cfs) = 1.72
Q Capt (cfs) = 1.72
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 4.65
Efficiency (%) = 100
Gutter Spread (ft) = 4.76
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Friday, Sep 30 2016
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 6 2016
Catch Basin #15 - Drainage Area 15
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 1.49
Highlighted
Q Total (cfs) = 1.49
Q Capt (cfs) = 1.49
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 4.43
Efficiency (%) = 100
Gutter Spread (ft) = 3.83
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Friday, Sep 30 2016
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Sep 30 2016
Catch Basin #16 - Drainage Area 16
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 2.39
Highlighted
Q Total (cfs) = 2.39
Q Capt (cfs) = 2.39
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 5.33
Efficiency (%) = 100
Gutter Spread (ft) = 7.58
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Sep 30 2016
Catch Basin #17 - Drainage Area 17
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 2.83
Highlighted
Q Total (cfs) = 2.83
Q Capt (cfs) = 2.83
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 5.73
Efficiency (%) = 100
Gutter Spread (ft) = 9.23
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Sep 30 2016
Catch Basin #18 - Drainage Area 18
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
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) = 1.00
Highlighted
Q Total (cfs) = 1.00
Q Capt (cfs) = 1.00
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 3.86
Efficiency (%) = 100
Gutter Spread (ft) = 1.87
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
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MH-14
BASIN EXHIBITS
NOTES:
1. A SOILS ENGINEER IS REQUIRED TO BE ON SITE DURING CONSTRUCTION OF THE
SUMP AND MUST REVIEW THE SUMP CONSTRUCTION PROCESS.
2. UPON COMPLETION OF THE BASIN, THE SOILS ENGINEER SHALL PROVIDE THE CITY
WITH A WRITTEN VERIFICATION THAT THE REQUIREMENT SHAVE BEEN MET PER THE
SOILS REPORT.
TRACT 6968 AND TRACT 7264
BASIN SIZING CALCULATIONS
1 400.5
399.5 390.0
9.5 feet
Abtm = 45,905 sq ft = 1.05 acres
Amid = 55,070 sq ft = 1.26 acres
Atop = 64,905 sq ft = 1.49 acres
Provided Sump Capacity =524,225 Cu. FT 12.03 AC-FT
TABLE OF RUNOFF COEFFICIENTS TR 6968 TR 7264 C x A =
R-1, 6000 SF 0.42 80.03 33.61
R-1, 10000 SF 0.34 33.67 11.45
R-2 0.55 11.19 6.15
Commercial 0.9 12.71 11.44
Pavement, drives & roofs 0.95 7.98 6.37 13.63
0.50 ∑C x A =76.28
TR 6968 TR 7264 Total
111.91 40.04 =Acres 151.95
Required Sump Capacity = 0.15 x C x A = 0.15 X
n C x A =11.44 AC-FT
0.59 AC-FT AC-FT
Composite Coefficient =
Total Difference of
Bottom Area of Sump
Half Depth Area of Sump
Area of Design Water Level
Prismoidal Formula: Volume = 1/6 x(A btm+4Amid+Atop) x D
Volume = 1/6 x (1.05+5.06+1.49) x 9.5 = 1/6 x (7.60) x 9.5
Required Sump Capacity
Depth from Design Water Surface =
Provided Sump Capacity
Freeboard (ft)= Lowest Allow Inlet Elev=
Water Surface Elev = Bottom Basin Elev =
TEMPORARY SUMP EXHIBIT
A
B
NO
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.
DRAINAGE EXHIBIT