HomeMy WebLinkAboutTract 7267 Drainage Study
Transmittal
Date: April 23, 2015
To: Manny Behl From: lrichter@dpsiinc.com
Company: City of Bakersfield Public Works Email: Lindsey Richter
Address: 1501 Truxtun Avenue
Bakersfield, CA 93301
Phone: 661-326-3724
Subject: TTM 7267 – Drainage Report
Please find the following for submittal for Tract 7267:
• Drainage Report binder
• 1 copy of grading plans
Do not hesitate to contact the office with questions.
Sincerely,
Lindsey Richter
5351 Olive Drive, Suite 100, Bakersfield, CA 93308
P: (661) 371-2800, F: (661) 371-2801
www.dpsiinc.com
130109
TABLE OF CONTENTS
I. Project Description and Overview
II. Watershed Sub-Area
III.
Surface Flow for Curb 5 yr.
IV. Surface Flow for Pipes 10 yr.
V. Catch Basin Sizing
VI. Pipe Flows 10 yr.
VII. Junction Loss Calculations
VIII. Hydraulic Grade line
Appendix A. Pipe Calculation, Nomograph, Sub-area and Stormdrain Map, Curb Depth
Calculations, Mannings Pipe Calculation, Reference Material
130109
I. PROJECT DESCRIPTION AND
OVERVIEW
130109 3
I. INTRODUCTION
This drainage report has been prepared for River Ranch Community, LLC for the development of a new
single family residential subdivision community in Bakersfield, California. This report has been prepared
to verify flow depths and size the drain inlets and stormdrain for the site.
The south half of the project was studied and approved as part of the drainage study for Tract 7243, which
is directly west of Tract 7267. The north half of this tract is analyzed as a part of this study. The flows are
captured into the stormdrain system in Berkshire Rd. as per the Revised Master Drainage Plan for Tract
6359, Tract 6678, and Annexation 517, revised October 21, 2005 by The Lusich Company.
The entire tract, both north and south halves, are draining to an offsite retention sump designed by The
Lusich Company, per Revised Master Drainage Plan for Tract 6359, Tract 6678, and Annexation 517,
revised October 21, 2005, File #406359.700.
A. SITE DESCRIPTION
The project site is located in the City of Bakersfield (See Figure 1). The site is bound by Progress Road to
the east and Tracts 7243 and 6359 to the west. The subdivision size is 32.7 net acres and the site terrain
generally drains to the south west at 0.3%.
B. PRE/POST-DEVELOPMENT DRAINAGE CONDITIONS
The parcel currently is undeveloped raw land with agriculture and other housing developments in the
vicinity. The planned development is for single family residences. For sizing the stormdrain and drainage
inlets, the modified rational method was used. Results are included in this report.
II. PROCEDURE
The City of Bakersfield Modified Rational Method was used for this study.
A. METHODOLOGY & ASSUMPTIONS
To determine the amount of water the project site would incur from runoff, the modified rational method
was used. The 5-year frequency (Chapter 3) was calculated to check the depth of water in the curbs and v-
gutter. See Appendix A for the depth of water in a 5-year storm frequency for onsite curb and v-gutter.
The 10-year frequency was calculated to get the surface flows for sizing the stormdrain and catch basins.
Chapter 5 contains the calculations for the catch basins. In Chapter 6, flow rates tributary to each pipe
segment are included.
Junction losses (Chapter 7) were calculated to help calculate the hydraulic grade line in the pipe. The
initial hydraulic grade line was taken from MH11 as shown in The Lusich Company, per Revised Master
Drainage Plan for Tract 6359, Tract 6678 and Annexation 517, Revised October 21, 2005, File
#406359.700 (Appendix A), while accounting for the depth increase in the existing sump.
130109 4
III. CONCLUSION
Based on the calculations and improvement plans for the property site, the proposed development of
River Ranch Community, LLC provides adequate pipe and drainage inlet sizes. The project is sized to
handle run off from the northern portion of Tract 7267, while the southern portion of the Tract has
previously been sized per Drainage Report for Tract 7243 performed by DPSI Inc.
The existing sump was adequately sized to handle the volume for Tract 7243, future Tract 7267, and any
additional Tracts north of Berkshire Road.
130109
II. WATERSHED SUB-AREAS
ACREAGELENGTHFALL
(acres)(feet)(feet)
A1*0.380.60--------------
A20.381.185402.660.49%
A3*0.380.54------------
A40.383.256092.250.37%
A50.381.323591.130.31%
A6*0.950.534876.891.41%
B1*0.380.33--------------
B20.381.052680.80.30%
C1*0.380.27--------------
C20.380.97320.950.30%
C3*0.380.39------------
C40.380.702230.970.43%
C50.381.154952.670.54%
C6*0.950.595452.70.50%
D1*0.380.35--------------
D20.382.976693.370.50%
EE1*0.951.028375.350.64%
FF1*0.950.525036.661.32%
* Indicates initial sub-area.
B
C
D
WATERSHED AVERAGE
SLOPEC-VALUESUB-AREA
A
130109 - River Ranch Community, LLC
130109
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130109
IV. SURFACE FLOW FOR PIPES 10 YR.
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Flow Depth (in)MAX Depth = 4.6"MAX Depth = 2.9"MAX Depth = 3.6"MAX Depth = 3.3"MAX Depth = 3.2"MAX Depth = 2.6"
13
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130109
V. CATCH BASIN AND DROP INLET
SIZING
DATE:4/16/15 JOB NO.:CE130109 PROJECT:Bridle Creek - TR7267
H h H CapacityQ10
CB #h(cfs/ft)*(cfs)
14.660.770.753.184.254.5
22.960.480.360.681.883.5
33.660.600.522.033.914.0
43.360.550.451.443.203.5
5 6.5
**Required Length =
Design
Length
(ft)
Q10 (cfs)
Capacity (cfs/ft)
CATCH BASIN SIZING
Yr. depth
(in)
Height of
Opening (in)
Required
Length
(ft)**
*Capacity from "Nomograph for Capacity of Curb Opening Inlets at Low Points", Kern County
Hydrology Manual, page DA-II, copy attached.
In-line catch basin. See separate Calculation
130109 - River Ranch Community, LLC
130109
VI. PIPE FLOWS 10 YR.
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130109
VII. JUNCTION LOSS CALCULATIONS
DATE:JOB NO.PROJECT:Bridle Creek - TR7267
Q3 =3.65 cfs Q2 =cfs 3.18 cfs
V3 =3.43 ft/s V2 =ft/s 3.31 ft/s
A3 =1.77 ft2 A2 =ft2 1.77 ft2
g =32.2 ft/s2 ø2 =°90 °
DELTA HGL = [(3.650)(3.43)]-[(0.68)(2.16)(COS90)+(3.18)(3.31)(COS90)]
(0.5)(1.77+1.77) ( 32.2)
DELTA HGL = 12.52=0.22 MH#1
56.99
Q3 =3.810 cfs Q2 =cfs 3.65 cfs
V3 =3.54 ft/s V2 =ft/s 3.43 ft/s
A3 =1.77 ft2 A2 =ft2 1.77 ft2
g =32.2 ft/s2 ø2 =°90 °
DELTA HGL = [(3.81)(3.54)]-[(0.89)(2.33)(COS90)+(3.65)(3.43)(COS90)]
(0.5)(1.77+1.77) ( 32.2)
DELTA HGL = 13.49=0.24 MH#2
56.99
Q1 =
2.33V1 =
90ø1 =
1.77A1 =
0.89
JUNCTION LOSS CALCULATIONS
17-Apr-15CE130109
DELTA HGL = [(Q3)(V3)]-[(Q2)(V2)(COSø2)+(Q1)(V1)(COSø1)]
(.5)(A3+A1)(G)
ø1 =
0.68
2.16
1.77
90
A1 =
Q1 =
V1 =
130109 - River Ranch Community, LLC
DATE:JOB NO.PROJECT:Bridle Creek - TR726717-Apr-15CE130109
Q3 =3.330 cfs Q2 =cfs 2.03 cfs
V3 =3.38 ft/s V2 =ft/s 2.93 ft/s
A3 =1.77 ft2 A2 =ft2 1.77 ft2
g =32.2 ft/s2 ø2 =°90 °
DELTA HGL = [(3.33)(3.38)]-[(1.44)(2.69)(COS90)+(2.03)(2.93)(COS90)]
(0.5)(1.77+1.77) ( 32.2)
DELTA HGL = 11.26=0.20 MH#3
56.99
Q3 =6.63 cfs Q2 =cfs 3.810 cfs
V3 =4.73 ft/s V2 =ft/s 3.54 ft/s
A3 =1.77 ft2 A2 =ft2 1.77 ft2
g =32.2 ft/s2 ø2 =°0 °
DELTA HGL = [(6.63)(4.73)]-[(3.33)(3.38)(COS90)+(3.81)(3.54)]
(0.5)(1.77+1.77) ( 32.2)
DELTA HGL = 17.87=0.31 MH#4
56.99
90ø1 =
2.69V1 =
3.33Q1 =
3.38V1 =
1.77A1 =
1.77A1 =
90ø1 =
1.44Q1 =
130109 - River Ranch Community, LLC
130109
VIII. HYDRAULIC GRADE LINE
DATE:JOB NO.PROJECT
Q10 RUNPIPE DIA.VELOCITYK-V2 CHANGEHGL
ATFROMCFS(FEET)(FEET)(FT/SEC)FACTOR 2GIN HGLELEV.
340.33
Ex Stub 340.33
EX (MH#5)MH#46.6291441.54.730.91341.24
MH#4 0.31341.55<
MH#4MH#33.333711.53.380.23341.78
MH#3 0.20341.98<
MH#3CB#41.438131.52.690.03342.01
CB#41.4382.691.20.110.13342.14<
MH#3CB#42.034231.52.930.06342.04
CB#32.0342.931.20.130.16342.20<
MH#4MH#23.8095901.53.542.09343.64
MH#2 0.24343.88<
MH#2CB#50.889401.52.330.06343.94
CB#50.8892.331.20.080.10344.04<
MH#2 MH#13.646721.53.430.24344.12
MH#1 0.22344.34<
MH#1CB#20.676131.52.160.02344.35
CB#20.6762.161.20.070.09344.44<
MH#1CB#13.184231.53.310.07344.41
CB#13.1843.311.20.170.20344.61<
EX MHEX CB1.579441.52.460.08340.41
EX. CB1.5792.461.20.090.11340.52<
Factors Applied to Velocity Head Pipe Losses Calculated by Manning's Formula
K-Factor for Inlet Structure =1.2HGL = 2.87n2lv2d-4/3
K-Factor for Outlet Structure =1.0wheren = 0.011 for reinforced concrete pipe
n = 0.013 for PVC pipe
v = velocity (ft/sec)
d = pipe diameter (feet)
HYDRAULIC GRADE LINE CALCULATIONS
17-Apr-15CE130109TRACT 7267
ARRIVING
From Lusich Revised Master Drainage Plan Updated 10/21/2005 @ ex STUB (MH #11)*
* HGL as shown in the Revised Master Plan was lowered from 342.51' by 2.18' per the sump lowering as specified with
Tract 7243.
DATE:JOB NO.PROJECT
Normal Difference
Inlet NoFlowlineHGLFL-HGLAllowed
EX CB343.56340.523.040.5
MH#5343.70340.333.370.5
MH#4346.50341.554.950.5
MH#3346.50341.984.520.5
CB#4346.37342.144.230.5
CB#3346.37342.204.170.5
MH#2348.80343.884.920.5
CB#5348.67344.044.630.5
MH#1348.50344.344.160.5
CB#2348.37344.443.930.5
CB#1348.49344.613.880.5
17-Apr-15CE130109TRACT 7267
130109
APPENDIX A:
PIPE CALCULATIONS, NOMOGRAPH, SUB-AREA AND STORMDRAIN
MAP, MANNINGS PIPE CACULATIONS, REFERENCE MATERIAL
AP
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THE DELIVERY OF THIS DRAWING SHOULD NOT BE
CONSTRUED TO PROVIDE AN EXPRESS WARRANTY OR
GUARANTEE TO ANYONE THAT ALL DIMENSIONS AND
DETAILS ARE EXACT OR TO INDICATE THAT THE USE
OF THIS DRAWING IMPLIES THE REVIEW AND
APPROVAL OF DPSI OF ANY FUTURE USE. ANY USE OF
THIS INFORMATION IS AT THE SOLE RISK OF THE USER.
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A
Hydraulic Analysis Report
Project Data
Project Title:
Designer:
Project Date: Friday, April 17, 2015
Project Units: U.S. Customary Units
Notes:
Curb and Gutter Analysis: Curb and Gutter Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0139 ft/ft
Cross-Slope of Pavement: 0.0200 ft/ft
Depressed Gutter Geometry
Cross-Slope of Gutter: 0.0850 ft/ft
Manning's n: 0.0130
Gutter Width: 2.0000 ft
Design Flow: 0.8900 cfs
Gutter Result Parameters
Width of Spread: 3.7181 ft
Gutter Depression: 1.5600 in
Area of Flow: 0.2682 ft^2
Eo (Gutter Flow to Total Flow): 0.9646
Gutter Depth at Curb: 2.4523 in
Inlet Input Parameters
Inlet Location: Inlet on Grade
Inlet Type: Curb Opening
Length of Inlet: 6.5000 ft
Local Depression: 2.0000 in
Inlet Result Parameters
Intercepted Flow: 0.8900 cfs
Bypass Flow: 0.0000 cfs
Efficiency: 1.0000
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 17 2015
<Name>
Circular
Diameter (ft)= 1.50
Invert Elev (ft)= 1.00
Slope (%)= 0.30
N-Value= 0.013
Calculations
Compute by:Known Q
Known Q (cfs)= 3.18
Highlighted
Depth (ft)= 0.80
Q (cfs)= 3.180
Area (sqft)= 0.96
Velocity (ft/s)= 3.31
Wetted Perim (ft)= 2.46
Crit Depth, Yc (ft)= 0.68
Top Width (ft)= 1.50
EGL (ft)= 0.97
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 17 2015
<Name>
Circular
Diameter (ft)= 1.50
Invert Elev (ft)= 1.00
Slope (%)= 0.30
N-Value= 0.013
Calculations
Compute by:Known Q
Known Q (cfs)= 0.68
Highlighted
Depth (ft)= 0.35
Q (cfs)= 0.680
Area (sqft)= 0.31
Velocity (ft/s)= 2.16
Wetted Perim (ft)= 1.51
Crit Depth, Yc (ft)= 0.31
Top Width (ft)= 1.27
EGL (ft)= 0.42
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 17 2015
<Name>
Circular
Diameter (ft)= 1.50
Invert Elev (ft)= 1.00
Slope (%)= 0.30
N-Value= 0.013
Calculations
Compute by:Known Q
Known Q (cfs)= 3.72
Highlighted
Depth (ft)= 0.88
Q (cfs)= 3.720
Area (sqft)= 1.08
Velocity (ft/s)= 3.43
Wetted Perim (ft)= 2.62
Crit Depth, Yc (ft)= 0.74
Top Width (ft)= 1.48
EGL (ft)= 1.06
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 17 2015
<Name>
Circular
Diameter (ft)= 1.50
Invert Elev (ft)= 1.00
Slope (%)= 0.30
N-Value= 0.013
Calculations
Compute by:Known Q
Known Q (cfs)= 0.89
Highlighted
Depth (ft)= 0.40
Q (cfs)= 0.890
Area (sqft)= 0.38
Velocity (ft/s)= 2.33
Wetted Perim (ft)= 1.63
Crit Depth, Yc (ft)= 0.36
Top Width (ft)= 1.33
EGL (ft)= 0.48
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 17 2015
<Name>
Circular
Diameter (ft)= 1.50
Invert Elev (ft)= 1.00
Slope (%)= 0.30
N-Value= 0.013
Calculations
Compute by:Known Q
Known Q (cfs)= 4.14
Highlighted
Depth (ft)= 0.94
Q (cfs)= 4.140
Area (sqft)= 1.17
Velocity (ft/s)= 3.54
Wetted Perim (ft)= 2.74
Crit Depth, Yc (ft)= 0.78
Top Width (ft)= 1.45
EGL (ft)= 1.14
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 17 2015
<Name>
Circular
Diameter (ft)= 1.50
Invert Elev (ft)= 1.00
Slope (%)= 0.30
N-Value= 0.013
Calculations
Compute by:Known Q
Known Q (cfs)= 2.03
Highlighted
Depth (ft)= 0.62
Q (cfs)= 2.030
Area (sqft)= 0.69
Velocity (ft/s)= 2.93
Wetted Perim (ft)= 2.10
Crit Depth, Yc (ft)= 0.54
Top Width (ft)= 1.48
EGL (ft)= 0.75
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 17 2015
<Name>
Circular
Diameter (ft)= 1.50
Invert Elev (ft)= 1.00
Slope (%)= 0.30
N-Value= 0.013
Calculations
Compute by:Known Q
Known Q (cfs)= 1.44
Highlighted
Depth (ft)= 0.51
Q (cfs)= 1.440
Area (sqft)= 0.53
Velocity (ft/s)= 2.69
Wetted Perim (ft)= 1.87
Crit Depth, Yc (ft)= 0.45
Top Width (ft)= 1.42
EGL (ft)= 0.62
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 17 2015
<Name>
Circular
Diameter (ft)= 1.50
Invert Elev (ft)= 1.00
Slope (%)= 0.30
N-Value= 0.013
Calculations
Compute by:Known Q
Known Q (cfs)= 3.40
Highlighted
Depth (ft)= 0.83
Q (cfs)= 3.400
Area (sqft)= 1.01
Velocity (ft/s)= 3.38
Wetted Perim (ft)= 2.52
Crit Depth, Yc (ft)= 0.71
Top Width (ft)= 1.49
EGL (ft)= 1.01
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 17 2015
<Name>
Circular
Diameter (ft)= 1.50
Invert Elev (ft)= 1.00
Slope (%)= 0.50
N-Value= 0.013
Calculations
Compute by:Known Q
Known Q (cfs)= 6.70
Highlighted
Depth (ft)= 1.12
Q (cfs)= 6.700
Area (sqft)= 1.42
Velocity (ft/s)= 4.73
Wetted Perim (ft)= 3.14
Crit Depth, Yc (ft)= 1.00
Top Width (ft)= 1.30
EGL (ft)= 1.47
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 17 2015
<Name>
Circular
Diameter (ft)= 1.50
Invert Elev (ft)= 1.00
Slope (%)= 0.22
N-Value= 0.013
Calculations
Compute by:Known Q
Known Q (cfs)= 1.60
Highlighted
Depth (ft)= 0.59
Q (cfs)= 1.600
Area (sqft)= 0.65
Velocity (ft/s)= 2.46
Wetted Perim (ft)= 2.04
Crit Depth, Yc (ft)= 0.48
Top Width (ft)= 1.47
EGL (ft)= 0.68
0 1 2 3
Elev (ft)Section
0.50
1.00
1.50
2.00
2.50
3.00
Reach (ft)
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APPROVED:
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DIVERSIFIED PROJECT SERVICES
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5*''6
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DIVERSIFIED PROJECT SERVICES
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