HomeMy WebLinkAboutTract 6577 Drainage Study2
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
Time of Concentration 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
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 to concentration (roof to gutter) are 15 minutes for R-1 Development.
2. The soil groups obtained from the US Department of Agriculture Soils Survey are the
following : (A Soil Map is enclosed with this report)
Soil Group A - Granoso sandy loam, 0 to 2% slopes, overwash
Soil Group A - Kimberlina fine sandy loam, 0 to 2% slopes MLRA 17
3. The runoff coefficients used are:
0.38 - R-1, 7,500 S.F.
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.
3.0 DESIGN APPROACH
The contributing areas to the retention basin are all zoned residential and pavement area,
therefore were modeled as such so that the improvements were accurate.
This report also studies the required pipe sizes for the main lines leading to the retention basin.
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 west by
Buena Vista Road, to the east by Future Tract 6739, to the north by Berkshire Road, and to the
south by McCutchen Road.
Drainage Area 1 includes the several lots on the east side of Garrison Street and lots on the north
side of Broken Lance Avenue. This area’s flow also starts at the highpoint of Berkshire Road, the
tract boundary, then drains westerly towards Arundel Way into Catch Basin #1 at the T-
intersection of Broken Lance Avenue and Arundel Way. Drainage Area 2 are bounded by lots to
the west by Darius Street, to the east by Garrison Street, to the north by Broken Lance Avenue,
and to the south by Everclear Avenue. Catch Basin #2 handles the runoff from these lots at the T-
intersection of Darius Street and Everclear Avenue. Parts of Berkshire Road and Buena Vista
Road (Area 3) will discharge all of its runoff into a catch basin (CB #3) located at the intersection
of Darius Street and Hobling Way. This area also includes the residential lots along the northerly
portion of Broken Lance Avenue and the easterly portion of Darius Street. Drainage Area 4 are
bounded by lots to the west by Darius Street, to the east by Garrison Street, to the north by
Everclear Avenue, and to the south by Gorgrom Avenue. Catch Basin #4 handles the runoff from
these lots at the T-intersection of Darius Street and Gorgrom Avenue. Catch basin #5 will collect
the discharge produced by a small area along Garrison Street and Aniak River Way. Drainage
Area 6 are bounded by lots to the west by Darius Street, to the east by Garrison Street, to the
north by Gorgrom Avenue, and to the south by Irontooth Avenue. Catch Basin #6 handles the
4
runoff from these lots at the T-intersection of Iceweb Street and Irontooth Avenue. Catch Basin #7
will collect the discharge produced by Drainage Area 7 on the easterly side of Iceweb Street. This
area incorporates lots on the north side of Alcazar Avenue, on the south side of Irontooth Avenue,
and along the knuckles. Drainage Area 8 has its own weighted coefficient value from a small
portion of Buena Vista Road and the residential lots along Darius Street and Irontooth Avenue.
Catch Basin #8 handles the runoff from these lots at the T-intersection of Iceweb Street and
Irontooth Avenue. Two catch basins (CB #9 & CB #11) will be located at the knuckle of Quentari
Avenue and Denmarsh Street adjacent to the sump which will collect the discharge produced by
Area 9 and Area 11. Drainage Area incorporates lots on the north side of Quentari Avenue, on
the south side of Alcazar Avenue, and the lots along the knuckles. Drainage Area 11 are bounded
by lots to the west by Denmarsh Street, to the east by Mowgrays Street, to the north by Alcazar
Avenue, and to the south by Quentari Avenue. Catch Basin #10 handles the runoff from these
lots at the T-intersection of Quentari Avenue and Norden Vale Street. This inlet will collect the
discharge produced by lots on the southerly side of Quentari Avenue and a few lot along the
knuckle. Drainage Areas 1, 3, and 8 will have its own weighted coefficient value from the
pavement and the residential lots. Unit 6 will have the storm drain backbone extend down
Evandarr Street, from the sump through Zigfried Avenue.
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 10-year storm event.
The proposed retention basin is located on the southwest corner of Unit 4. The sump perimeter
for Units 1-5 will not use the entire the allotted area for this sump. This basin will be expanded in
the future for Unit 6 and handle all of the discharge from the tract. Unit 6 is proposed as a R-1
(7500 SF) development extending just north of McCutchen Road. It is not owned by the
developer of Units 1-5. A drainage study for this unit will be provided at a later date as part of the
Unit 6 grading plan submittal and not a part of this report. The required basin volume was
calculated using the City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). Per the City of
Bakersfield’s request, the ultimate buildout basin volumes (provided and required) were
calculated. The total contributing areas equal 54.29 acres; this acreage is divided into the areas
as noted below. The area of the proposed basin was omitted from this analysis. The coefficient
values are provided for each area, and the calculations for the required and provided volumes are
shown below and on the Temporary Basin Exhibit.
Area Acres Coefficient C x A
TRACT 6577 (Units 1-5)
R-1, 7500 SF 49.44 0.38 18.79
Berkshire Road and Buena
Vista Road
4.85 0.95 4.61
TRACT 6577 (UNITS 1-5) Ʃ(CXA) =23.40
TOTAL (AC)54.29 VOLUME REQUIRED (AF) =3.51
5
Area Acres Coefficient C x A
TRACT 6577 (Unit 6)
R-1, 7500 SF 23.23 0.38 8.83
McCutchen Road and
Buena Vista Road
3.30 0.95 3.14
EAGLE OAKS SPECIALTY CARE CENTER Ʃ(CXA) =11.96
TOTAL (AC)26.53 VOLUME REQUIRED (AF) =1.79
COMBINED TOTAL (AC)80.82 COMBINED VOLUME REQUIRED (AF) =5.30
* 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 2014. 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 entered into the program. A
spreadsheet similar to the curb capacity spreadsheet was used to determine the initial time of
concentrations in a 10-year event. The flows from the 10-year event were calculated and routed.
Starting HGL at the basin was estimated to be 4.0’ above the basin bottom.
4.0 CONCLUSION AND RECOMMENDATIONS
The flows from the 10-year event were calculated and routed. The beginning HGL was estimated
to be 4.0’ above the basin bottom at the outlet structure. All the pipes in this system were all
sized to be 18” RCP, 24” RCP, and a 30” RCP. The HGL is not less than 0.5’ below the existing
grade at any manhole.
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. The Basin Exhibits, part of this study, show the designed basin that allows for the
expansion to the south. The basin will have a total water depth of 8.0’ with a minimum of 1’ of
freeboard. The temporary basin will be required to store 3.51 AF of runoff for Units 1-5. This
basin, for the proposed condition, will be able to store 3.55 AF of water with the design water
surface elevation at 333. The future basin will be required to store 5.30 AF of runoff for Units 1-6.
This basin will be able to store 5.33 AF of water with the design water surface elevation at 333.
TRACT 6577 (Unit 6)
6
Vicinity Map
6
Vicinity Map
N
Not to Scale
Tract 6577
SOIL MAP
Hydrologic Soil Group—Kern County, California, Northwestern Part
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
8/11/2016
Page 1 of 4
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306380 306470 306560 306650 306740 306830 306920
306380 306470 306560 306650 306740 306830 306920
35° 17' 22'' N
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35° 17' 22'' N
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35° 16' 57'' N
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Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 150 300 600 900
Feet
0 50 100 200 300
Meters
Map Scale: 1:3,710 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 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: Mar 10, 2011—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
8/11/2016
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 4.9 7.8%
174 Kimberlina fine sandy
loam, 0 to 2 percent
slopes MLRA 17
A 57.2 92.2%
Totals for Area of Interest 62.0 100.0%
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
8/11/2016
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
8/11/2016
Page 4 of 4
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 6577 R-1, 6750 SF 0.4
DATE:Aug-16 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 V Trial Tc Roof to Tm Inlet Curb
NAME Runoff Intensity Total Time Length Elev. Gutter Flow Vel. MIN. Gutter Travel Size Cap
Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In
AC. MIN. Feet Ft/Ft MIN. MIN.
AREA 1 0.48 1.12 4.31 22.42 775 1.49 0.19% 2.30 1.74 22.42 15 7.42 4.20
PIPES 11 - 13 752.98 2.30 1.30 9.63 18
32.05
AREA 2 0.38 1.08 6.26 23.56 994 2.93 0.29% 2.57 1.94 23.56 15 8.56 4.23
PIPE 18 15.00 2.57 1.46 0.17 18
23.73
CONFLUENCE
AT MH-3 / PIPE 10 0.42 0.86 10.57 192.75 3.83 2.17 32.05 1.48 18
33.53
AREA 3 0.58 1.12 5.43 22.42 819 2.13 0.26% 3.55 1.84 22.42 15 7.42 4.70
PIPES 19 - 20 67.75 3.55 2.01 0.56 18
22.98
CONFLUENCE
AT MH-5 / PIPE 9 0.48 0.84 16.00 137.29 6.36 3.60 33.53 0.64 18
34.17
AREA 4 0.38 1.10 6.27 22.91 1056 3.99 0.38% 2.63 2.22 22.91 15 7.91 4.12
PIPE 21 41.24 2.63 1.49 0.46 18
23.37
CONFLUENCE
AT MH-6 / PIPE 7 - 8 0.45 0.82 22.27 559.77 8.23 4.66 34.17 2.00 18
36.17
AREA 5 0.38 1.41 0.97 16.62 127 0.32 0.25% 0.52 1.31 16.62 15 1.62 2.76
PIPES 14 - 17 911.15 0.52 0.30 51.46 18
68.08
Tc CALCULATIONS
Tract 6577
Hydrology_10_yr - Copy
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr Calc
Tract 6577 (Units 1-5)
SUBAREA C I A rslt Tc L dH Sg Q V Trial Tc Roof to Tm Inlet Curb
NAME Runoff Intensity Total Time Length Elev. Gutter Flow Vel. MIN. Gutter Travel Size Cap
Coef. IN/HR Area Conc. Feet Diff. Slope CFS FPS Time Time Feet In
AC. MIN. Feet Ft/Ft MIN. MIN.
Tract 6577
AREA 6 0.38 1.03 6.27 25.27 1246 4.58 0.37% 2.45 2.02 25.27 15 10.27 4.09
PIPE 22 25.17 2.45 1.39 0.30 18
25.57
CONFLUENCE
AT MH-11 / PIPE 6 0.43 0.79 29.51 42.75 10.08 5.70 36.17 0.12 18
36.30
AREA 7 0.38 1.21 6.71 20.10 750 4.59 0.61% 3.10 2.45 20.10 15 5.10 4.17
PIPE 23 25.00 3.10 1.75 0.24 18
20.34
AREA 8 0.40 1.28 3.12 18.94 447 1.66 0.37% 1.60 1.89 18.94 15 3.94 3.56
PIPE 24 15.00 1.60 0.91 0.28 18
19.22
CONFLUENCE
AT MH-12 / PIPES 3-5 0.42 0.79 39.34 764.31 13.05 7.39 36.30 1.72 18
38.02
AREA 9 0.38 1.27 3.50 19.06 447 1.23 0.28% 1.69 1.83 19.06 15 4.06 3.78
PIPE 27 28.28 1.69 0.96 0.49 18
19.55
CONFLUENCE
AT MH-15 / PIPE 2 0.42 0.76 42.84 42.43 13.63 7.72 38.02 0.09 18
38.11
AREA 10 0.38 1.16 3.12 21.37 706 2.64 0.37% 1.38 1.85 21.37 15 6.37 3.39
PIPES 25-26 325.59 1.38 0.78 6.97 18
28.34
AREA 11 0.38 1.06 6.27 24.12 1057 2.93 0.28% 2.53 1.93 24.12 15 9.12 4.22
PIPE 28 37.64 2.53 1.43 0.44 18
24.56
CONFLUENCE
AT MH-16 / PIPE 1 0.41 0.76 52.23 84.37 16.33 9.24 38.11 0.15 18
38.26
AREA 12 0.95 1.80 2.06 10.00 1103 2.31 0.21% 3.52 1.84 10.00 0 10.00 4.69
Required Sump Capacity = 0.15 x C x A = 3.51 ac-ft
C = 0.43 A= 54.29 acres
Hydrology_10_yr - Copy
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr Calc
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 6577 - Unit 6 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-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 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 U6-1 0.45 1.34 1.85 17.86 270 0.67 0.25% 1.13 60 1.58 17.86 15 2.86 3.38
PIPE 11 15 0.64 0.38 18
18.24
AREA U6-2 0.95 1.44 2.87 16.17 1815 4.53 0.25% 3.93 60 1.87 16.17 0 16.17 4.85
PIPE 10 2.22 0.00 18
16.17
PIPE 9 0.76 1.32 4.72 255 4.71 2.67 18.24 1.60 18
19.84
AREA U6-3 0.38 1.16 3.85 21.47 652 1.63 0.25% 1.69 60 1.68 21.47 15 6.47 3.90
PIPE 12 27 0.96 0.47 18
21.94
PIPE 8 0.59 1.14 8.57 300 5.73 3.24 21.94 1.54 18
23.48
AREA U6-4 0.38 1.16 3.85 21.47 652 1.63 0.25% 1.69 60 1.68 21.47 15 6.47 3.90
PIPE 13 27 0.96 0.47 18
21.94
PIPE 7 0.52 1.08 12.42 297 7.04 3.98 23.48 1.24 18
24.72
AREA U6-5 0.38 1.17 3.72 21.25 627 1.57 0.25% 1.65 60 1.67 21.25 15 6.25 3.86
PIPE 15 25 0.93 0.45 18
21.70
Tc CALCULATIONS
Tract 6577 - Unit 6
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 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 6577 - Unit 6
AREA U6-6 0.39 1.13 5.84 22.17 758 1.90 0.25% 2.57 60 1.76 22.17 15 7.17 4.31
PIPE 14 26 1.46 0.29 18
22.46
PIPES 5 & 6 0.46 1.04 21.98 580 10.64 6.02 24.72 1.60 18
26.32
AREA U6-7 0.38 1.13 3.45 22.18 707 1.77 0.25% 1.48 60 1.64 22.18 15 7.18 3.71
PIPES 3 & 4 360 0.84 7.16 18
29.34
PIPE 2 0.45 0.92 25.43 14 10.59 3.37 29.34 0.07 24
29.41
AREA U6-8 0.41 1.37 1.10 17.37 200 0.50 0.25% 0.62 60 1.40 17.37 15 2.37 2.88
PIPE 1 0.45 0.92 26.53 45 10.99 3.50 29.41 0.21 24
29.63
Required Sump Capacity = 0.15 x C x A = 1.79 ac-ft
C = 0.45 A= 26.53 acres
Hydrology_10_yr.xls
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr Calc
INLET SIZING CALCULATIONS
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Aug 11 2016
Catch Basin #1 - Drainage Area 1
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) = 0.020
Slope, Sx (ft/ft) = 0.083
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 2.30
Highlighted
Q Total (cfs) = 2.30
Q Capt (cfs) = 2.30
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 5.25
Efficiency (%) = 100
Gutter Spread (ft) = 4.78
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.Thursday, Aug 11 2016
Catch Basin #2 - Drainage Area 2
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) = 0.020
Slope, Sx (ft/ft) = 0.083
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 2.57
Highlighted
Q Total (cfs) = 2.57
Q Capt (cfs) = 2.57
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 5.50
Efficiency (%) = 100
Gutter Spread (ft) = 5.03
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.Thursday, Aug 11 2016
Catch Basin #3 - Drainage Area 3
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) = 0.020
Slope, Sx (ft/ft) = 0.083
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 3.55
Highlighted
Q Total (cfs) = 3.55
Q Capt (cfs) = 3.55
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 6.34
Efficiency (%) = 100
Gutter Spread (ft) = 5.87
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.Thursday, Aug 11 2016
Catch Basin #4 - Drainage Area 4
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) = 0.020
Slope, Sx (ft/ft) = 0.083
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 2.63
Highlighted
Q Total (cfs) = 2.63
Q Capt (cfs) = 2.63
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 5.55
Efficiency (%) = 100
Gutter Spread (ft) = 5.08
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.Thursday, Aug 11 2016
Catch Basin #5 - Drainage Area 5
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) = 0.020
Slope, Sx (ft/ft) = 0.083
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 0.52
Highlighted
Q Total (cfs) = 0.52
Q Capt (cfs) = 0.52
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 3.20
Efficiency (%) = 100
Gutter Spread (ft) = 2.73
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.Thursday, Aug 11 2016
Catch Basin #6 - Drainage Area 6
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) = 0.020
Slope, Sx (ft/ft) = 0.083
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 2.45
Highlighted
Q Total (cfs) = 2.45
Q Capt (cfs) = 2.45
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 5.39
Efficiency (%) = 100
Gutter Spread (ft) = 4.92
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.Thursday, Aug 11 2016
Catch Basin #7 - Drainage Area 7
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) = 0.020
Slope, Sx (ft/ft) = 0.083
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 3.10
Highlighted
Q Total (cfs) = 3.10
Q Capt (cfs) = 3.10
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 5.96
Efficiency (%) = 100
Gutter Spread (ft) = 5.50
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.Thursday, Aug 11 2016
Catch Basin #8 - Drainage Area 8
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) = 0.020
Slope, Sx (ft/ft) = 0.083
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 1.60
Highlighted
Q Total (cfs) = 1.60
Q Capt (cfs) = 1.60
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 4.55
Efficiency (%) = 100
Gutter Spread (ft) = 4.08
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.Thursday, Aug 11 2016
Catch Basin #9 - Drainage Area 9
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) = 0.020
Slope, Sx (ft/ft) = 0.083
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 1.69
Highlighted
Q Total (cfs) = 1.69
Q Capt (cfs) = 1.69
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 4.65
Efficiency (%) = 100
Gutter Spread (ft) = 4.18
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.Thursday, Aug 11 2016
Catch Basin #10 - Drainage Area 10
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) = 0.020
Slope, Sx (ft/ft) = 0.083
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 1.38
Highlighted
Q Total (cfs) = 1.38
Q Capt (cfs) = 1.38
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 4.31
Efficiency (%) = 100
Gutter Spread (ft) = 3.84
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.Thursday, Aug 11 2016
Catch Basin #11 - Drainage Area 11
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) = 0.020
Slope, Sx (ft/ft) = 0.083
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 2.53
Highlighted
Q Total (cfs) = 2.53
Q Capt (cfs) = 2.53
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 5.46
Efficiency (%) = 100
Gutter Spread (ft) = 4.99
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.Thursday, Aug 11 2016
Catch Basin #12 - Drainage Area 12
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) = 0.020
Slope, Sx (ft/ft) = 0.083
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 3.52
Highlighted
Q Total (cfs) = 3.52
Q Capt (cfs) = 3.52
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 6.31
Efficiency (%) = 100
Gutter Spread (ft) = 5.85
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
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BASIN EXHIBITS
TRACT 6577 (UNITS 1-5)
BASIN SIZING CALCULATIONS
Provided Sump Capacity
Freeboard (ft)=1 Lowest Inlet Elev = 334.0
Water Surface Elev =333.0 Bottom Basin Elev = 325.0
Depth from Design Water Surface =8.0 feet
Abtm =Bottom Area of Sump 14,822 sq ft =0.34 acres
Amid =Half Depth Area of Sump 19,760 sq ft =0.45 acres
Atop =Area of Design Water Level 25,223 sq ft =0.58 acres
Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D
Volume = 1/6 x (0.34+1.81+0.58) x 8.0 = 1/6 x (2.73) x 8.0
Provided Sump Capacity =158,780 Cu. FT 3.65 AC-FT
Required Sump Capacity
TABLE OF RUNOFF COEFFICIENTS UNITS 1-5 C x A =
R-1, 6000 SF 0.42
R-1, 6750 SF 0.4
R-1, 7500 SF 0.38 49.44 18.79
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
Industrial 0.8
Parks 0.15
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 4.85 4.61
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 =23.39
UNITS 1-5 Total
54.29 =Acres 54.29
Required Sump Capacity = 0.15 x C x A =0.15 X n C x A =3.51 AC-FT
Total Difference of 0.14 AC-FT AC-FT
TRACT 6577
BASIN SIZING CALCULATIONS
Provided Sump Capacity
Freeboard (ft)=1 Lowest Inlet Elev = 334.0
Water Surface Elev =333.0 Bottom Basin Elev = 325.0
Depth from Design Water Surface =8.0 feet
Abtm =Bottom Area of Sump 23,492 sq ft =0.54 acres
Amid =Half Depth Area of Sump 28,946 sq ft =0.66 acres
Atop =Area of Design Water Level 34,861 sq ft =0.80 acres
Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D
Volume = 1/6 x (0.54+2.66+0.80) x 8.0 = 1/6 x (4.00) x 8.0
Provided Sump Capacity =232,183 Cu. FT 5.33 AC-FT
Required Sump Capacity
TABLE OF RUNOFF COEFFICIENTS UNITS 1-5 UNIT 6 C x A =
R-1, 6000 SF 0.42
R-1, 6750 SF 0.4
R-1, 7500 SF 0.38 49.44 23.23 27.61
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
Industrial 0.8
Parks 0.15
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 4.85 3.30 7.74
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 =35.36
UNITS 1-5 UNIT 6 Total
54.29 26.53 =Acres 80.82
Required Sump Capacity = 0.15 x C x A =0.15 X n C x A =5.30 AC-FT
Total Difference of 0.03 AC-FT AC-FT
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.
DRAINAGE EXHIBITS
Know what's
R
2
RE
F
E
R
T
O
S
H
E
E
T
2
F
O
R
D
R
A
I
N
A
G
E
E
X
H
I
B
I
T
ZIGFRIED AVENUE
TANDRAKE AVENUE
EV
A
N
D
A
R
R
S
T
R
E
E
T
NO
R
D
E
N
V
A
L
E
S
T
R
E
E
T
KA
R
V
E
K
I
S
T
R
E
E
T
VA
L
O
R
S
G
A
T
E
S
T
R
E
E
T