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Table of Contents
1.0 PURPOSE ................................................................................................................. 3
2.0 GUIDELINES ............................................................................................................ 3
3.0 DESIGN APPROACH ............................................................................................... 3
4.0 CONCLUSION AND RECOMMENDATIONS ............................................................ 5
Soil Map .................................................................................................. back of report
Hydrology Calculations ........................................................................... back of report
Inlet Sizing Calculations .......................................................................... back of report
Hydraulic Calculations and Pipe Profiles ................................................. back of report
Basin Exhibit ............................................................................ sleeve in back of report
Drainage Exhibit ...................................................................... sleeve in back of report
Reference ............................................................................................... back of report
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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 to concentration (roof to gutter) are 10 minutes for Commercial
Development.
2. The site will have a Soil Group A - Kimberlina fine sandy loam, overblown, 0 to 2
percent slopes throughout. The soil group was obtained from the US Department of
Agriculture Soils Survey. A Soil Map is enclosed with this report.
3. The only runoff coefficient used is 0.90 - Commercial
4. Rainfall intensity curves used are those shown on Plate D-1 of the City of Bakersfield,
Subdivision & Engineering Manual.
3.0 DESIGN APPROACH
The contributing areas to the retention basin are all zoned commercial and therefore were
modeled as such so that the improvements were accurate.
This report also studies the required pipe sizes for the main lines leading from the commercial
site to the connection point. The project area for the storm drain improvements are dictated by the
flat terrain that is present. More specifically the improvements are designed to benefit all areas
bounded to the east by Old River Road, to the north by Panama Lane, to the south by existing
Tract 6536 and to the west by Fort Henry Way that takes storm drain runoff into the Basin
Drainage Area.
Drainage Area 1 includes the gas station and drive entry which will discharge its runoff into a 2’ x
2’ grate inlet (GI-1) which enters the drainage system through an 18” PVC (Pipe 6). This pipe
flows downstream into GI-2 which collect the surface runoffs from Drainage Area 2. Drainage
Area 3 will handle a drive-thru restaurant with all the discharge entering in the most upstream
grate inlet (GI-4). The drainage from these areas (Areas 1-3) will be conveyed through a pair of
18” pipes (Pipes 3 & 4) where it will reach a downstream manhole, Confluence Point #A. The
series of 12” pipes upstream of GI-5 was omitted in the calculations and model since the
patio/sidewalk area of this restaurant is small portion and produces a low amount of runoff. GI-5
will collect the discharge produced by Drainage Area 4 which consist parking lot spaces. Pipe 9,
an 18” PVC, would convey this runoff to the next grate inlet (GI-6). This inlet will collect the
discharge produced by Area 5 at the center of the parking lot area then send this cumulative flow
to GI-7. Drainage Areas 6 will discharge into GI-7 located at around the middle of the parking lot
area. Pipe 7 conveys the total discharge from Drainage Areas 4, 5, and 6 to Confluence Point #A.
The discharge from Drainage Areas 7 surface flows into a grate inlet (GI-8), located by the curbed
parking stalls, then is routed to Confluence Point #A. The cumulative flow at this point will then
travel to Confluence Point #B via a 24” line (Pipe 2). Drainage Area 8 includes the drive-thru
restaurant which will discharge its runoff into a 2’ x 2’ grate inlet (GI-9) which enters the drainage
system through a series of 12” lines (Pipes 12 & 13). The commercial buildings will drain into the
back alley towards GI-10 located at the back curb where it will enter the storm drain system
through Pipe 16. The total runoff from Drainage Areas 8 and 9 will be conveyed to Confluence
Point #B thorough a series of 18” lines (Pipes 10 & 11). This point will collect the runoff from the
4
entire commercial site then tie into the existing storm drain system for Tract 6536 via a 24” RCP
stub (PIPE 15 - Tract 6536 Approved Drainage Study). This site generates a total of 12.47 cfs which is
less than the 13.53 cfs anticipated from the Approved Drainage Study for Tract 6536 (AREA 3).
The flows for the sizing of the pipes were estimated utilizing the City of Bakersfield Rational
Method in accordance with the Subdivision Standards. Flows were computed for the 10-year
event 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 catchment’s area in acres. Since the
main purpose of this report is the storm drain system leading to the basin and the curb capacities
were determined based the 5-year storm event.
The existing retention basin will not be altered as part of this commercial project. Per the
Approved Drainage Study for Tract 6536, Drainage Area 3 was calculated to be 9.96 acres. But
after the design of the offsite street improvement, the commercial area now has a size of 9.60
acres with the remaining 0.36 acres as part of the landscaping and sidewalk for Panama Lane
and Old River Road. These areas are negligible since the approved calculations used a runoff
coefficient of 0.95 omitting any landscaping on the future median and proposed right-of-way.
Thus a lower runoff coefficient would produce similar or less discharge to the initially calculated
results in the drainage system. The design water surface was lowered by 0.7 feet to lower the
HGL levels on this commercial site. Thus the HGL elevation in the existing 24” RCP (Pipe 15 from
the Approved Drainage Study) dropped from 346.03 to 345.27 and will be the starting HGL for the
onsite commercial drainage system. The required sump capacity for the existing tracts and the
proposed commercial is 5.96 acre-feet (AF) but the provided capacity has decreased to 5.96 AF
since the design water surface has been lowered to 0.7 feet. The coefficient values are provided
for each area with the calculations for the required volume is shown below and on the Basin
Calculations.
Area Acres Coefficient C x A
TRACT 6825
Commercial 9.60 0.90 8.64
COMMERCIAL Ʃ(CXA) = 8.64
EX. TRACTS 6536 & 6825
Park 3.41 0.15 0.51
R-1, 7500 SF 56.35 0.38 21.41
R-1, 6750 SF 3.10 0.40 1.24
Berkshire Road and Old
River Road
8.38 0.95 7.96
EX. TRACTS 6536 & 6825 Ʃ(CXA) = 31.12
TOTAL Ʃ(CXA) = 39.77
TOTAL (AC) 80.84 VOLUME REQUIRED (AF) = 5.96
* Assumed based on a plan provided by the City of Bakersfield
The rational method for the 10-year event was performed using Autodesk Storm and Sanitary
Analysis 2020. This program routes the flows and calculates the HGL for the system. The
program has the ability to calculate the time of concentrations, but it also allows you to enter your
own time. The time of concentration was calculated separately and the discharge values were
entered into the program. A spreadsheet similar to the curb capacity spreadsheet was used to
5
determine the initial time of concentrations in a 10-year event. The flows from the 10-year event
were calculated and routed.
4.0 CONCLUSION AND RECOMMENDATIONS
The flows from the 10-year event were calculated and routed. The beginning HGL was
established to be 345.27 at the point of connection. All the pipes in this system were sized to be
12” PVC, 18” PVC, 24” PVC, and 24” RCP. The HGL is less than 0.5’ below the existing grade at
several grate inlets but will not have long term ponding issues in the parking lot area which they
are located in.
The main objectives of this study were to design an economical storm drain system and meet the
design standards set by the City of Bakersfield. The storm drain system will be able to handle a
10-year event within the proposed commercial development. No additional flow will be added to
the existing storm drain system that has not been accounted for in the Approved Drainage Study
for Tract 6536. The existing basin will have enough capacity for the two existing tracts and
proposed commercial site despite the dropping the design water surface.
SOIL MAP
Hydrologic Soil Group—Kern County, California, Northwestern Part
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/13/2016
Page 1 of 439075203907590390766039077303907800390787039079403907520390759039076603907730390780039078703907940307580307650307720307790307860307930308000308070308140308210308280
307580 307650 307720 307790 307860 307930 308000 308070 308140 308210 308280
35° 17' 47'' N 119° 6' 58'' W35° 17' 47'' N119° 6' 29'' W35° 17' 31'' N
119° 6' 58'' W35° 17' 31'' N
119° 6' 29'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 150 300 600 900Feet
0 45 90 180 270Meters
Map Scale: 1:3,370 if printed on A landscape (11" x 8.5") 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 8, Sep 9, 2015
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
4/13/2016
Page 2 of 4
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
127 Granoso sandy loam, 0
to 2 percent slopes,
overwash
A 16.8 39.6%
174 Kimberlina fine sandy
loam, 0 to 2 percent
slopes MLRA 17
A 25.6 60.4%
Totals for Area of Interest 42.4 100.0%
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
4/13/2016
Page 3 of 4
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Kern County, California, Northwestern Part
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
4/13/2016
Page 4 of 4
HYDROLOGY 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 6536 - Commercial R-1, 6750 SF 0.4
DATE:Nov-20 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-3, R-4, M-H 0.8
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 0.90 1.74 1.09 10.98 155 2.32 1.50% 1.71 60 2.65 10.98 10 0.98 3.05
PIPE 6 43 0.97 0.75 18
11.73
AREA 2 0.90 1.75 0.89 10.87 131 1.50 1.15% 1.40 60 2.50 10.87 10 0.87 2.80
PIPE 5 0.90 1.70 1.98 157 3.03 1.71 11.73 1.53 18
13.26
AREA 3 0.90 1.75 0.74 10.90 128 1.52 1.18% 1.16 60 2.38 10.90 10 0.90 2.61
PIPE 4 0.90 1.75 2.72 158 4.28 2.42 10.90 1.08 18
11.98
PIPE 3 0.90 1.68 2.72 128 4.12 2.33 11.98 0.91 18
12.90
AREA 4 0.90 1.80 1.18 10.00 149 3.58 2.40% 1.91 60 3.77 10.00 0 0.66 3.13
PIPE 9 135 1.87 1.08 2.09 18
12.09
AREA 5 0.90 1.80 1.14 10.00 173 3.76 2.18% 1.85 60 3.73 10.00 0.77 3.10
PIPE 8 0.90 1.68 2.32 256 3.50 1.98 12.09 2.15 18
14.24
AREA 6 0.90 1.80 1.19 10.00 192 3.89 2.03% 1.93 60 3.78 10.00 0 0.84 3.14
PIPE 7 0.90 1.55 3.51 107 4.91 1.56 14.24 1.14 24
15.38
Tc CALCULATIONS
Tract 6536 - Commercial
Hydrology_10_yr - Copy.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 6536 - Commercial
AREA 7 0.90 1.74 0.55 11.05 192 2.95 1.54% 0.86 60 3.05 11.05 10 1.05 2.47
PIPE 15 33 0.49 1.13 18
12.18
PIPE 2 0.90 1.49 6.78 129 9.07 2.89 15.38 0.74 24
16.12
AREA 8 0.90 1.74 0.47 10.95 125 1.30 1.04% 0.74 60 2.18 10.95 10 0.95 2.27
PIPE 13 44 0.94 0.79 12
11.74
PIPE 12 0.90 1.70 0.47 243 0.72 0.91 11.74 4.43 12
16.17
AREA 9 0.90 1.75 2.35 10.87 180 2.60 1.44% 3.70 60 3.44 10.87 10 0.87 4.28
PIPE 14 16 4.71 0.05 12
10.92
PIPE 11 0.90 1.44 2.82 253 3.66 2.07 16.17 2.04 18
18.21
PIPE 10 0.90 1.32 2.82 169 3.36 1.90 18.21 1.48 18
19.70
PIPE 1 0.90 1.44 9.60 37 12.47 3.97 16.12 0.15 24
16.28
Hydrology_10_yr - Copy.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® Civil 3D® by Autodesk, Inc.Thursday, Nov 5 2020
Drainage Area 1: GI-1>
Grate Inlet
Location = Sag
Curb Length (ft) = -0-
Throat Height (in) = -0-
Grate Area (sqft) = 2.00
Grate Width (ft) = 2.00
Grate Length (ft) = 2.00
Gutter
Slope, Sw (ft/ft) = 0.020
Slope, Sx (ft/ft) = 0.020
Local Depr (in) = -0-
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 1.71
Highlighted
Q Total (cfs) = 1.71
Q Capt (cfs) = 1.71
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 2.74
Efficiency (%) = 100
Gutter Spread (ft) = 11.41
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, Nov 5 2020
Drainage Area 2: GI-2>
Drop Grate Inlet
Location = Sag
Curb Length (ft) = -0-
Throat Height (in) = -0-
Grate Area (sqft) = 0.50
Grate Width (ft) = 2.00
Grate Length (ft) = 2.00
Gutter
Slope, Sw (ft/ft) = 0.030
Slope, Sx (ft/ft) = 0.030
Local Depr (in) = -0-
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 1.405
Highlighted
Q Total (cfs) = 1.405
Q Capt (cfs) = 1.405
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 3.03
Efficiency (%) = 100
Gutter Spread (ft) = 18.83
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Nov 25 2020
Drainage Area 3: GI-4>
Drop Grate Inlet
Location = Sag
Curb Length (ft) = -0-
Throat Height (in) = -0-
Grate Area (sqft) = 0.50
Grate Width (ft) = 2.00
Grate Length (ft) = 2.00
Gutter
Slope, Sw (ft/ft) = 0.020
Slope, Sx (ft/ft) = 0.020
Local Depr (in) = -0-
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 1.16
Highlighted
Q Total (cfs) = 1.16
Q Capt (cfs) = 1.16
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 2.24
Efficiency (%) = 100
Gutter Spread (ft) = 20.64
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Oct 6 2020
Drainage Area 4: GI-5>
Drop Grate Inlet
Location = Sag
Curb Length (ft) = -0-
Throat Height (in) = -0-
Grate Area (sqft) = 0.75
Grate Width (ft) = 3.00
Grate Length (ft) = 3.00
Gutter
Slope, Sw (ft/ft) = 0.020
Slope, Sx (ft/ft) = 0.020
Local Depr (in) = -0-
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) = 2.70
Efficiency (%) = 100
Gutter Spread (ft) = 25.46
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Oct 6 2020
Drainage Area 5: GI-6>
Drop Grate Inlet
Location = Sag
Curb Length (ft) = -0-
Throat Height (in) = -0-
Grate Area (sqft) = 0.75
Grate Width (ft) = 3.00
Grate Length (ft) = 3.00
Gutter
Slope, Sw (ft/ft) = 0.020
Slope, Sx (ft/ft) = 0.020
Local Depr (in) = -0-
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 1.85
Highlighted
Q Total (cfs) = 1.85
Q Capt (cfs) = 1.85
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 2.53
Efficiency (%) = 100
Gutter Spread (ft) = 24.07
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Oct 6 2020
Drainage Area 6: GI-7>
Drop Grate Inlet
Location = Sag
Curb Length (ft) = -0-
Throat Height (in) = -0-
Grate Area (sqft) = 0.75
Grate Width (ft) = 3.00
Grate Length (ft) = 3.00
Gutter
Slope, Sw (ft/ft) = 0.020
Slope, Sx (ft/ft) = 0.020
Local Depr (in) = -0-
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 1.93
Highlighted
Q Total (cfs) = 1.93
Q Capt (cfs) = 1.93
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 2.75
Efficiency (%) = 100
Gutter Spread (ft) = 25.93
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Oct 6 2020
Drainage Area 7: GI-8>
Grate Inlet
Location = Sag
Curb Length (ft) = -0-
Throat Height (in) = -0-
Grate Area (sqft) = 2.00
Grate Width (ft) = 2.00
Grate Length (ft) = 2.00
Gutter
Slope, Sw (ft/ft) = 0.020
Slope, Sx (ft/ft) = 0.020
Local Depr (in) = -0-
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 0.86
Highlighted
Q Total (cfs) = 0.86
Q Capt (cfs) = 0.86
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 1.82
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® Civil 3D® by Autodesk, Inc.Tuesday, Oct 6 2020
Drainage Area 8: GI-9>
Grate Inlet
Location = Sag
Curb Length (ft) = -0-
Throat Height (in) = -0-
Grate Area (sqft) = 2.00
Grate Width (ft) = 2.00
Grate Length (ft) = 2.00
Gutter
Slope, Sw (ft/ft) = 0.020
Slope, Sx (ft/ft) = 0.020
Local Depr (in) = -0-
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 0.74
Highlighted
Q Total (cfs) = 0.74
Q Capt (cfs) = 0.74
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 1.67
Efficiency (%) = 100
Gutter Spread (ft) = 6.96
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Oct 6 2020
Drainage Area 9: GI-10>
Grate Inlet
Location = Sag
Curb Length (ft) = -0-
Throat Height (in) = -0-
Grate Area (sqft) = 2.00
Grate Width (ft) = 2.00
Grate Length (ft) = 2.00
Gutter
Slope, Sw (ft/ft) = 0.020
Slope, Sx (ft/ft) = 0.020
Local Depr (in) = -0-
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 3.70
Highlighted
Q Total (cfs) = 3.70
Q Capt (cfs) = 3.70
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 4.42
Efficiency (%) = 100
Gutter Spread (ft) = 18.41
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
HYDRAULIC CALCULATIONS AND
PIPE PROFILES
COMMERCIAL - PANAMA LANE
HYDRAULIC CALCULATIONS (OUTPUT)
Pipe Pipe Pipe Flow Avg. Capacity Invert HGL Velocity Velocity EGL Sf Invert
No.Length Size Rate Velocity Flowing Full Down Down Down Head Down Down Down Up
(ft) (in) (cfs) (ft/s) (cfs) (ft) (ft) (ft/s) (ft) (ft) (%) (ft)
PIPE 1 36.63 24 12.47 3.98 7.48 339.12 345.27 3.98 0.25 345.52 0.306 339.16
PIPE 2 128.77 24 9.07 2.89 8.81 339.16 345.63 2.89 0.13 345.76 0.115 339.30
PIPE 3 127.73 18 4.12 2.33 4.25 339.30 345.91 2.33 0.08 345.99 0.11 339.45
PIPE 4 157.57 18 4.28 2.42 4.16 339.45 346.12 2.42 0.09 346.22 0.119 339.58
PIPE 5 157.48 18 3.03 1.70 4.08 339.58 346.31 1.70 0.05 346.35 0.059 339.75
PIPE 6 43.47 18 1.71 0.97 4.08 339.75 346.40 0.97 0.01 346.42 0.019 339.92
PIPE 7 106.90 24 4.91 1.56 8.96 339.30 345.91 1.56 0.04 345.94 0.034 339.42
PIPE 8 256.30 18 3.50 1.98 4.10 339.42 345.96 1.98 0.06 346.02 0.08 339.70
PIPE 9 135.44 18 1.91 1.08 4.13 339.70 346.17 1.08 0.02 346.19 0.024 339.85
PIPE 10 169.05 18 3.36 1.90 4.16 339.16 345.63 1.90 0.06 345.68 0.073 339.35
PIPE 11 253.35 18 3.66 2.07 4.27 339.15 345.81 2.07 0.07 345.88 0.087 339.45
PIPE 12 243.37 12 0.72 0.92 1.48 339.45 346.10 0.92 0.01 346.11 0.029 339.75
PIPE 13 44.47 12 0.74 0.94 1.41 339.75 346.18 0.94 0.01 346.19 0.031 339.80
PIPE 14 15.50 12 3.70 4.71 1.51 339.45 346.10 4.71 0.35 346.44 0.773 339.47
PIPE 15 33.00 18 0.86 0.38 4.32 339.30 345.91 0.38 0.00 345.91 0.003 339.34
Pipe HGL Grnd/Rim Cover Velocity Velocity EGL Sf Sf Energy J-Loss Minor
No.Up Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss
(ft) (ft) (ft) (ft/s) (ft) (ft) (%) (%) (ft) (ft)
PIPE 1 345.38 348.93 7.77 3.98 0.25 345.63 0.305 0.306 0.112 1 0.25
PIPE 2 345.78 347.25 5.95 2.89 0.13 345.91 0.115 0.115 0.148 1 0.13
PIPE 3 346.05 348.61 7.66 2.33 0.08 346.13 0.110 0.110 0.141 0.91 0.08
PIPE 4 346.26 347.38 6.30 2.42 0.09 346.35 0.119 0.119 0.138 0.48 0.04
PIPE 5 346.40 348.68 7.43 1.70 0.05 346.44 0.059 0.059 0.093 0.15 0.01
PIPE 6 346.43 348.09 6.67 0.97 0.01 346.45 0.019 0.019 0.030 1 0.01
PIPE 7 345.94 346.44 5.02 1.56 0.04 345.98 0.034 0.034 0.036 0.41 0.02
PIPE 8 346.16 346.66 5.46 1.98 0.06 346.22 0.080 0.080 0.204 0.15 0.01
PIPE 9 346.20 346.71 5.36 1.08 0.02 346.22 0.024 0.024 0.032 1 0.02
PIPE 10 345.75 348.32 7.47 1.90 0.06 345.81 0.073 0.073 0.124 1 0.06
PIPE 11 346.03 347.85 6.90 2.07 0.07 346.10 0.087 0.087 0.220 1 0.07
PIPE 12 346.17 348.65 7.90 0.92 0.01 346.18 0.029 0.029 0.071 0.87 0.01
PIPE 13 346.19 348.90 8.10 0.94 0.01 346.21 0.031 0.031 0.014 1 0.01
PIPE 14 346.22 347.50 7.03 4.71 0.35 346.56 0.773 0.773 0.120 1 0.35
PIPE 15 345.91 346.41 5.57 0.38 0.00 345.91 0.003 0.003 0.001 1 0
PIPE 1POINT OFCONNECTIONUPSTREAMMANHOLE
PIPE 2PIPE 3UPSTREAMMANHOLEDOWNSTREAMMANHOLEMANHOLE
PIPE 4PIPE 5PIPE 6ManholeGI-4GI-2GI-1
PIPE 7PIPE 8PIPE 9GI-5GI-6MANHOLEGI-7
PIPE 10UPSTREAMMANHOLEDOWNSTREAMMANHOLE
PIPE 11PIPE 12PIPE 13DOWNSTREAMMANHOLEUPSTREAMMANHOLEMANHOLEGI-9
PIPE 14GI-7MANHOLE
PIPE 15GI-8MANHOLE
DBASIN EXHIBIT
Ex Tracts 6892 & 7153 w/ Commercial
BASIN SIZING CALCULATIONS
1 342.3
341.3 333.0
337.2
8.3 feet
Abtm = 25,440 sq ft = 0.58 acres
Amid = 31,151 sq ft = 0.72 acres
Atop = 37,606 sq ft = 0.86 acres
Provided Sump Capacity =259,580 Cu. FT 5.96 AC-FT
TABLE OF RUNOFF COEFFICIENTS EX TR 6825 TR 6536 C x A =
R-1, 6000 SF 0.42
R-1, 6750 SF 0.4 3.10 1.24
R-1, 7500 SF 0.38 32.99 23.36 21.41
R-1, 10000 SF 0.34
R-1, 15000 SF 0.27
R-2 0.55
R-3, R-4, M-H 0.8
Commercial 0.9 9.60 8.64
Industrial 0.8
Parks 0.15 2.34 1.07 0.51
Grasslands, Type A Soil 0.15
Grasslands, Type B Soil 0.25
Grasslands, Type C Soil 0.35
Grasslands, Type D Soil 0.45
Pavement, drives & roofs 0.95 5.23 3.15 7.96
Backyards 0.05
Lawn-landscape 2% slope 0.17
Lawn-landscape 2-7% slope 0.22
Lawn-landscape 7% slope 0.35
n C x A =39.77
Total
Total 40.28 =Acres 80.848
Required Sump Capacity = 0.15 x C x A = 0.15 X
n C x A =5.96 AC-FT
0.00 AC-FT AC-FT
Provided Sump Capacity
Freeboard (ft)=Lowest Inlet Elev =
Water Surface Elev =Bottom Basin Elev =
Total Difference of
Water Surface Elev =
Bottom Area of Sump
Half Depth Area of Sump
Area of Design Water Level
Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D
Volume = 1/6 x (0.58+2.86+0.86) x 8.3 = 1/6 x (4.31) x 8.3
Required Sump Capacity
Depth from Design Water Surface =
NOTE:
The Design Water
Surface was lowered
to 341.30 in order
to lower the upstream
HGLs on the
commercial property.
Starting HGL
NOTE:
The Design Water
Surface was lowered
to 341.30 in order
to lower the upstream
HGLs on the
commercial property.
The existing sump will
not be modified as
part of the commercial
construction.
40.56
341.27
342.271342.3
341.3 333.0
337.15
Freeboard (ft)=Lowest Inlet Elev =
Water Surface Elev =Bottom Basin Elev =
Water Surface Elev =
DRAINAGE EXHIBIT
GI-5GI-6GI-7GI-1GI-2GI-4GI-8
GI-10GI-9NOTE: ONSITE STORM DRAIN SYSTEM AND CDS UNIT SHALL BE PRIVATELY MAINTAINED ALONG WITH THE 24” STORM DRAIN PIPE FROM THE CDS UNIT TO THE JOIN/TIE-IN TO THE EX. STORM DRAIN SYSTEM ON FORT HENRY WAY.
REFERENCE
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 6536 R-1, 6750 SF 0.40
DATE:Sep-20 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-3, R-4, M-H 0.80
M.A.P. 6 in./yr. Values: 6, 10, 15, 20, 25, 30 Commercial 0.90
Industrial 0.80
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 D Curb
NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap
Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. In
AC. MIN. Feet Ft/Ft MIN. MIN. In.
AREA 1 0.95 1.80 0.88 10.00 300 0.31 0.10% 1.50 60 1.64 10.00 0 3.04 3.73
PIPE 14 14.43 0.85 0.28 18
10.28
PIPE 13 0.95 1.78 0.88 241.96 1.49 0.84 10.28 4.78 18
15.06
AREA 2 0.95 1.80 1.10 10.00 535 0.95 0.18% 1.88 60 1.71 10.00 0 5.22 4.03
PIPE 12 10.452 1.06 10.00 0.16 18
10.16
PIPE 11 0.95 1.79 1.10 156.53 1.87 1.06 10.16 2.46 18
12.63
PIPE 10 0.95 1.51 1.98 477.07 2.83 1.60 15.06 4.96 18
20.02
AREA 3 0.90 1.46 9.60 15.84 12.62 60 15.84
PIPE 15 50 4.02 15.84 0.21 24
16.05
PIPE 9 0.91 1.22 11.58 49.498 12.81 4.08 20.02 0.20 24
20.23
PIPE 8 0.91 1.21 11.58 140 12.72 4.05 20.23 0.58 24
20.80
PIPE 7 0.91 1.18 11.58 300 12.46 3.97 20.80 1.26 24
22.06
Tc CALCULATIONS
TRACT 6536 - INPUT
Hydrology_10yr (REV R-1).xls
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr Calc
of Bakers
Revised Area (Oct 2020)
SUBAREA C I A rslt Tc L dH Sg Q Street V Trial Tc Roof to Tm D Curb
NAME Runoff Intensity Total Time Length Elev. Gutter Flow Type Vel. MIN. Gutter Travel Pipe Cap
Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Dia. In
AC. MIN. Feet Ft/Ft MIN. MIN. In.
TRACT 6536 - INPUT
PIPE 6 0.91 1.13 11.58 170 11.93 3.80 22.06 0.75 24
22.81
AREA 4 0.50 1.55 5.54 14.31 660 3.51 0.53% 4.29 60 2.55 14.31 10 4.31 4.51
PIPE 17 25 2.43 0.17 18
14.48
PIPE 5 0.78 1.11 17.12 265 14.72 4.68 22.81 0.94 24
AREA 5 0.38 1.43 5.12 16.28 914 4.97 0.54% 2.79 60 2.42 16.28 10 6.28 4.08
PIPE 16 25 1.58 0.26 18
16.54
PIPE 4 0.69 1.11 22.24 45 16.87 5.37 22.81 0.14 24
22.95
PIPE 3 0.69 1.10 22.24 330 16.80 5.35 22.95 1.03 24
23.98
AREA 6 0.38 1.13 13.27 22.18 1784 6.82 0.38% 5.77 60 2.44 22.18 10 12.18 5.14
PIPE 18 15 3.26 0.08 18
22.26
PIPE 2 0.57 1.07 35.51 25 21.72 4.42 23.98 0.09 30
24.07
AREA 7 0.33 1.38 4.77 17.15 997 4.61 0.46% 2.17 60 2.32 17.15 10 7.15 3.78
PIPE 1 0.54 1.06 40.28 39 23.32 4.75 24.07 0.14 30
24.21
Hydrology_10yr (REV R-1).xls
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr Calc
TRACT 6536 - REV R-16HYDRAULIC CALCULATIONS (OUTPUT)Pipe Pipe Pipe Flow Avg. Capacity Invert HGL Velocity Velocity EGLSfInvertNo. Length Size Rate Velocity Flowing Full Down Down Down Head Down Down Down Up(ft) (in) (cfs) (ft/s) (cfs) (ft) (ft) (ft/s) (ft) (ft) (%) (ft)1 39.36 30 23.32 4.75 80.06 333.00 337.1504.75 0.35 337.55 0.323 334.502 25.00 30 21.72 4.43 14.21 334.50 337.38 4.43 0.30 337.68 0.281 334.533 330.00 24 16.80 5.35 15.10 334.53 337.75 5.35 0.44 338.20 0.552 336.004 45.48 24 16.87 5.37 7.50 336.00 340.02 5.37 0.45 340.47 0.557 336.055 264.52 24 14.72 4.69 7.74 336.05 340.72 4.69 0.34 341.06 0.424 336.366 185.00 24 11.93 3.80 9.11 336.85 342.18 3.80 0.22 342.41 0.278 337.157 300.01 24 12.46 3.97 9.68 337.15 342.92 3.97 0.24 343.17 0.304 337.708 155.00 24 12.72 4.05 9.95 337.70 344.08 4.05 0.25 344.33 0.316 338.009 49.50 24 12.81 4.08 7.87 338.00 344.76 4.08 0.26 345.02 0.321 338.0610 477.07 18 2.83 1.60 3.53 338.06 345.11 1.60 0.04 345.15 0.073 338.6011 156.53 18 1.87 1.70 3.46 344.57 345.50 1.63 0.04 345.54 0.064 344.7412 10.45 18 1.88 1.69 4.60 344.74 345.65 1.67 0.04 345.70 0.068 344.7613 241.96 18 1.49 1.06 6.92 343.57 345.50 0.84 0.01 345.51 0.02 344.6214 14.43 18 1.50 1.26 3.91 344.62 345.58 1.25 0.02 345.61 0.037 344.6415 50.00 24 12.62 4.02 7.83 339.06 345.11 4.02 0.25 345.36 0.311 339.1216 25.00 18 2.79 1.58 4.70 337.05 340.72 1.58 0.04 340.76 0.071 337.1017 25.00 18 4.29 2.43 7.86 337.36 342.18 2.43 0.09 342.28 0.167 337.5018 15.00 18 5.77 7.79 24.25 336.70 337.75 4.35 1.97 339.72 0 337.50Pipe HGL Grnd/Rim Cover Velocity Velocity EGLSfSfEnergy J-Loss MinorNo. Up Elev. Up Up Up Head Up Up Up Avg. Loss Coeff Loss(ft) (ft) (ft) (ft/s) (ft) (ft) (%) (%) (ft) (ft)1337.33 342.32 5.32 4.75 0.35 337.68 0.323 0.323 0.127 0.15 0.052337.45 342.75 5.72 4.42 0.30 337.75 0.28 0.281 0.07 1 0.33339.58 343.71 5.71 5.35 0.44 340.02 0.552 0.552 1.821 1 0.444340.27 344.09 6.04 5.37 0.45 340.72 0.556 0.556 0.253 1 0.455341.84 344.90 6.54 4.69 0.34 342.18 0.424 0.424 1.121 1 0.346342.70 345.09 5.94 3.80 0.22 342.92 0.278 0.278 0.515 1 0.227343.83 346.67 6.97 3.97 0.24 344.08 0.304 0.304 0.911 1 0.248344.57 347.27 7.27 4.05 0.25 344.82 0.316 0.316 0.49 0.75 0.199344.92 347.66 7.60 4.08 0.26 345.18 0.321 0.321 0.159 0.75 0.1910345.46 350.70 10.60 1.60 0.04 345.50 0.073 0.073 0.347 1 0.0411345.60 349.92 3.68 1.78 0.05 345.65 0.08 0.072 0.113 1 0.0512345.66 348.78 2.52 1.70 0.05 345.70 0.072 0.07 0.007 1 0.0513345.56 350.05 3.93 1.28 0.03 345.58 0.039 0.03 0.072 1 0.0314345.59 349.51 3.37 1.27 0.03 345.61 0.039 0.038 0.005 1 0.0315345.27 350.85 9.73 4.02 0.25 345.52 0.311 0.311 0.156 1 0.2516340.74 343.60 5.00 1.58 0.04 340.78 0.071 0.071 0.018 1 0.0417342.23 344.44 5.44 2.43 0.09 342.32 0.167 0.167 0.042 1 0.0918338.00 j 341.92 2.92 11.24 1.97 339.96 0 0 0 1.00 z n/aNotes:j-Line contains hyd. Jumpz-Zero Junction Loss
TRACT 6825 and 6536
BASIN SIZING CALCULATIONS
1 343.0
342.0 333.0
9 feet
Abtm = 25,440 sq ft = 0.58 acres
Amid = 31,942 sq ft = 0.73 acres
Atop = 39,038 sq ft = 0.90 acres
Provided Sump Capacity =288,368 Cu. FT 6.62 AC-FT
TABLE OF RUNOFF COEFFICIENTS TR 6825 TR 6536 C x A =
R-1, 6000 SF 0.42
R-1, 6750 SF 0.4 3.10 1.24
R-1, 7500 SF 0.38 32.99 23.36 21.41
R-1, 10000 SF 0.34
R-1, 15000 SF 0.27
R-2 0.55
R-3, R-4, M-H 0.8
Commercial 0.9 9.96 8.96
Industrial 0.8
Parks 0.15 2.34 1.07 0.51
Grasslands, Type A Soil 0.15
Grasslands, Type B Soil 0.25
Grasslands, Type C Soil 0.35
Grasslands, Type D Soil 0.45
Pavement, drives & roofs 0.95 5.23 3.15 7.97
Backyards 0.05
Lawn-landscape 2% slope 0.17
Lawn-landscape 2-7% slope 0.22
Lawn-landscape 7% slope 0.35
n C x A =40.09
TR 6825 TR 6536 Total
40.57 40.64 =Acres 81.21
Required Sump Capacity = 0.15 x C x A = 0.15 X
n C x A =6.01 AC-FT
Provided Sump Capacity
Required Sump Capacity
Volume = 1/6 x (0.55+2.83+0.88) x 9.0 = 1/6 x (4.26) x 9.0
Depth from Design Water Surface =
Bottom Area of Sump
Half Depth Area of Sump
Area of Design Water Level
Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D
Freeboard (ft)=
Water Surface Elev =
Lowest Inlet Elev =
Bottom Basin Elev =
.6
REFERENCE
REFERENCE