HomeMy WebLinkAboutTract 7136 Drainage StudyDRAINAGE STUDY
FOR
Tract No. 7136
Project # 014-068.00
March 2015
Prepared for:
West Coast Housing Partners
3130 W. Main Street, Suite A-2
Visalia, CA 93291
(559) 636-2793
Contact: Rick Langdon
Prepared By:
David Fidelino
Checked By:
Sean E. Reed
R.C.E. 64620
2001 Wheelan Court
Bakersfield, CA 93309
(661) 834-4814
2
Table of Contents
1.0 PURPOSE ................................................................................................................. 3
2.0 GUIDELINES ............................................................................................................ 3
3.0 DESIGN APPROACH ............................................................................................... 3
4.0 CONCLUSION AND RECOMMENDATIONS ............................................................ 4
Soil Map ................................................................................................. back of report
Hydrology Calculations .......................................................................... back of report
Inlet Sizing Calculations ......................................................................... back of report
Hydraulic Calculations and Pipe Profiles ................................................ back of report
Sump Exhibit.......................................................................................... 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 group was obtained from the US Department of Agriculture Soils Survey.
Soil group for this site is Type A:
· 174 - Kimberlina fine sandy loam, 0 to 2 percent slopes
(approx. 67% of project)
3. The runoff coefficients used are:
· 0.42 - R-1, 6,000 S.F.
· 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 sump are zoned residential and therefore were modeled as such.
This report studies the required pipe sizes for the storm drain system. The tract is bounded to the
east by the proposed realigned canal, an undeveloped tract (Tract 7267) to the north,
McCutchen Road to the south, and to the west by the proposed Rio Verde Drive.
Tract 7136 consists chiefly of two main drainage areas which confluence at the sump. The areas
tributary to this confluence point comes from the north and south. The northerly portion of the
tract (Areas 1 through 3) consists chiefly of areas north of Arroyo Mocho Court and approximately
120 feet north of Drawbridge Drive. Two catch basins (CB #1 & CB #2) will be located at the
south intersection of Red Iron Street and Winding Stream Avenue which will collect the discharge
produced by Areas 1 and 2. Drainage Area 3 has its own weighted coefficient value as tabulated
in the calculations to account for the 6,000 (0.42) and 7,500 sq (0.38) foot lots. This watershed
will discharge into a catch basin (CB #3) located on the northerly side of the T-intersection of Red
Iron Street and Winding Stream Avenue. The southerly half (Areas 4 through 9) consists of areas
south of Arroyo Mocho Court and east of Rio Verde Drive. A weighted coefficient as tabulated in
the calculations for Drainage Area 4. Discharge on McCutchen Road and the lots on Rio Verde
Drive have been divided due to different runoff coefficient value. Drainage Areas 5, 6, 7, and 8
will discharge into catch basins (CB #5, CB #6, CB #7, and CB #8) located on Drawbridge Drive
at the Carson Creek Lane intersection. Drainage Area 8 has its own weighted coefficient value as
tabulated in the calculations to account for the 6,000 and 7,500 sq foot lots. CB #9 will collect the
discharge produced by Area 9 at the T-intersection of Red Iron Street and Battle Creek Drive.
4
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.
The required sump volume was calculated using the City of Bakersfield sump volume equation
(V=0.15 x Ʃ (CxA)). The total contributing area equals 31.36 acres; this acreage is divided into
the areas as noted above. The weighted coefficient values are provided for each area, and the
calculations for the required and provided volumes are shown below and on the Retention Basin
Exhibit.
Area Acres Weighted Coefficient C x A
McCutchen Road 1.78 0.95 1.69
TTM 7136, R-1, 6,000 S.F. 19.66 0.42 8.26
TTM 7136, R-1, 7,500 S.F. 9.92 0.38 3.77
V= 0.15 X Ʃ (CXA) Ʃ(CXA) = 13.72
TOTAL AREA (AC) = 31.36 VOLUME REQUIRED (AF) = 2.06
The rational method for the 10-year event was performed using Autodesk Hydraflow Storm Sewer
Extension 2015. This program routes the flows and calculates the HGL for the system. The
program has the ability to calculate the discharge, but it also allows you to enter your own value.
Since these values have been calculated in the hydrology spreadsheet, the calculated the time of
concentration values were used. The same spreadsheet was used to determine curb capacity in
a 10-year event. The inlet sizing calculations also verify the proposed flows do not exceed the
curb height.
4.0 CONCLUSION AND RECOMMENDATIONS
The flows from the 10-year event were calculated and routed. The beginning HGL was estimated
to be 4.5’ above the basin bottom at the outlet structure. All the pipes in this system were sized
to be all 18” RCP. The HGL is not less than 0.5’ below the existing grade at any manhole and
catch basin.
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 will have a design water surface depth of 9.0’ with a minimum of 1’ of
freeboard. The sump will be able to store 2.20 AF of water with a required volume of 2.06 AF.
SOIL MAP
Hydrologic Soil Group—Kern County, California, Northwestern Part
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/30/2015
Page 1 of 4
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308540 308630 308720 308810 308900 308990
308450 308540 308630 308720 308810 308900 308990
35° 17' 15'' N
11
9
°
6
'
2
2
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W
35° 17' 15'' N
11
9
°
6
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0
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W
35° 16' 51'' N
11
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°
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35° 16' 51'' N
11
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°
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0
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W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0150300600900Feet
050100200300Meters
Map Scale: 1:3,580 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: May 5, 2010—Mar 10,
2011
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
3/30/2015
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 1.1 1.8%
174 Kimberlina fine sandy
loam, 0 to 2 percent
slopes MLRA 17
A 61.8 98.2%
Totals for Area of Interest 63.0 100.0%
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
3/30/2015
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
3/30/2015
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 SF0.42
JOB TITLE:Tract 7136 R-1, 6750 SF0.40
DATE:Mar-15 R-1, 7500 SF0.38
R-1, 10000 SF0.34
Rational Values:R-1, 15000 SF0.27
Event:10YEAR Values: 5, 10, 50R-3, R-4, M-H0.8
M.A.P.6in./yr. Values: 6, 10, 15, 20, 25, 30Commercial0.9
Industrial0.8
Curve Values Parks0.15
a:2.38I=a+bTc (Tc<20min.)Grasslands, Type A Soil0.15
b:-0.058 Grasslands, Type B Soil0.25
P60:0.550I=K1*(6.02*Tc)^(0.17*LN(p60/K1)Grasslands, Type C Soil0.35
K1:40.00 (Tc>=20min.)Grasslands, Type D Soil0.45
Pavement, drives & roofs0.95
Backyards0.05
Lawn-landscape 2% slope0.100.17
Lawn-landscape 2-7% slope 0.150.22
Lawn-landscape 7% slope0.200.35
SUBAREACIArslt TcLdHSgQVTrial TcRoof toTmInletCurbD
NAMERunoff Intensity TotalTimeLengthElev.GutterFlowVel.MIN.GutterTravelSizeCapPipe
Coef.IN/HRAreaConc.FeetDiff.SlopeCFSFPSTimeTimeFeet InDia.
AC.MIN.FeetFt/FtMIN.MIN.In.
AREA 1 0.42 1.183.21 20.97 7362.800.38%1.592.0520.9715 5.973.51
AREA 2 0.42 1.263.24 19.34 4791.520.32%1.711.8419.3415 4.343.79
AREA 3 0.40 1.077.70 23.89 10543.140.30%3.281.9823.8915 8.894.50
AREA 4 0.69 1.803.48 8.91 13667.770.57%4.332.5610.000 8.914.52
AREA 5 0.42 1.132.61 22.11 6811.720.25%1.241.6022.1115 7.113.48
AREA 6 0.42 1.351.32 17.66 2811.100.39%0.751.7617.6615 2.662.80
AREA 7 0.42 1.391.01 17.12 2060.820.40%0.591.6217.1215 2.122.58
AREA 8 0.39 1.036.83 25.31 12033.380.28%2.721.9425.3115 10.314.29
AREA 9 0.42 1.151.96 21.62 6522.020.31%0.951.6421.6215 6.623.14
Tc CALCULATIONS
Tract 7136
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr CalcHydrology_10_yr.xls
TRACT 7136
HYDRAULIC CALCULATIONS (INPUT)
UpstreamLine IDLineLineDrainageRunoffTime ofInlet
AreaLengthSizeAreaCoeffConsen.Time
(ft)(in)(ac)(c)(min)(min)
-PIPE - (3)306.09180025.30
-PIPE - (2)242.83180024.20
2PIPE - (5)42.81183.240.4221.819.4
1PIPE - (4)40.00183.210.422121
3PIPE - (1)29.31187.70.423.923.9
UpstreamLine IDLineLineDrainageRunoffTime ofInlet
AreaLengthSizeAreaCoeffConsen.Time
(ft)(in)(ac)(c)(min)(min)
-PIPE - (18)258.70180029.40
-PIPE - (10)50.75180022.40
-PIPE - (9)219.99180012.70
-PIPE - (8)336.12180010.20
4PIPE - (7)25.00183.480.691010
-PIPE - (11)40.75180029.10
-PIPE - (20)209.25180022.50
9PIPE - (19)28.45181.960.4221.621.6
8PIPE - (14)25.00186.830.3925.325.3
7PIPE - (15)15.00181.010.4217.117.1
5PIPE - (16)15.00182.610.4222.122.1
6PIPE - (17)25.00181.320.4217.717.7
SOUTH
NORTH
INLET SIZING CALCULATIONS
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Mar 16 2015
Drainage Area 1 - Catch Basin #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)= 0.083
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)= 1.59
Highlighted
Q Total (cfs)= 1.59
Q Capt (cfs)= 1.59
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 4.54
Efficiency (%)= 100
Gutter Spread (ft)= 4.27
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.Monday, Mar 16 2015
Drainage Area 2 - Catch Basin #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)= 0.083
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)= 1.65
Highlighted
Q Total (cfs)= 1.65
Q Capt (cfs)= 1.65
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 4.60
Efficiency (%)= 100
Gutter Spread (ft)= 4.54
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.Monday, Mar 16 2015
Drainage Area 3 - Catch Basin #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)= 0.083
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)= 3.28
Highlighted
Q Total (cfs)= 3.28
Q Capt (cfs)= 3.28
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 6.11
Efficiency (%)= 100
Gutter Spread (ft)= 10.84
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.Monday, Mar 16 2015
Drainage Area 4 - Catch Basin #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)= 0.083
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)= 4.33
Highlighted
Q Total (cfs)= 4.33
Q Capt (cfs)= 4.33
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 7.42
Efficiency (%)= 100
Gutter Spread (ft)= 7.94
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.Monday, Mar 16 2015
Drainage Area 5 - Catch Basin #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)= 0.083
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)= 1.24
Highlighted
Q Total (cfs)= 1.24
Q Capt (cfs)= 1.24
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 4.22
Efficiency (%)= 100
Gutter Spread (ft)= 2.95
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.Monday, Mar 16 2015
Drainage Area 6 - Catch Basin #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)= 0.083
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)= 0.75
Highlighted
Q Total (cfs)= 0.75
Q Capt (cfs)= 0.75
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 3.54
Efficiency (%)= 100
Gutter Spread (ft)= 1.54
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.Monday, Mar 16 2015
Drainage Area 7 - Catch Basin #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)= 0.083
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)= 0.59
Highlighted
Q Total (cfs)= 0.59
Q Capt (cfs)= 0.59
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 3.31
Efficiency (%)= 100
Gutter Spread (ft)= 1.32
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.Monday, Mar 16 2015
Drainage Area 8 - Catch Basin #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)= 0.083
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)= 2.72
Highlighted
Q Total (cfs)= 2.72
Q Capt (cfs)= 2.72
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 5.63
Efficiency (%)= 100
Gutter Spread (ft)= 8.83
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.Monday, Mar 16 2015
Drainage Area 9 - Catch Basin #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)= 0.083
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)= 0.95
Highlighted
Q Total (cfs)= 0.95
Q Capt (cfs)= 0.95
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 3.80
Efficiency (%)= 100
Gutter Spread (ft)= 1.81
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
HYDRAULIC CALCULATIONS
AND PIPE PROFILES
10-YEAR STORM
TRACT 7136
HYDRAULIC CALCULATIONS (OUTPUT)
UpstreamLine IDPipePipeFlowAvg.CapacityInvertHGL Velocity VelocityEGL Sf Invert
AreaLengthSizeRateVelocityFlowing FullDownDownDown Head Down DownDownUp
(ft)(in)(cfs)(ft/s)(cfs)(ft)(ft)(ft/s)(ft)(ft)(%)(ft)
-PIPE - (3)306.09418 5.97 3.38 8.42 334.5 339 3.38 0.18 339.18 0.323 336.47
-PIPE - (2)242.83318 6.15 3.48 3.5 336.47 340.17 3.48 0.19 340.35 0.343 336.74
2PIPE - (5)42.80518 3.07 1.74 7.36 338.74 341.19 1.74 0.05 341.23 0.086 338.95
1PIPE - (4)4018 1.56 0.88 4.7 338.95 341.27 0.88 0.01 341.28 0.022 339.03
3PIPE - (1)29.31418 3.29 1.86 5.13 336.74 341.19 1.86 0.05 341.24 0.098 336.81
UpstreamLine IDHGLGrnd/RimCoverVelocityVelocityEGL Sf Sf EnergyJ-LossMinor
AreaUpElev. UpUpUpHead UpUpUpAvg.LossCoeffLoss
(ft)(ft)(ft)(ft/s)(ft)(ft)(%)(%)(ft)(ft)
-PIPE - (3)339.99 346.06 8.09 3.38 0.18 340.17 0.323 0.323 0.988 1 0.18
-PIPE - (2)341 345.3 7.06 3.48 0.19 341.19 0.343 0.343 0.832 1 0.19
2PIPE - (5)341.22 344.69 4.24 1.74 0.05 341.27 0.086 0.086 0.037 1 0.05
1PIPE - (4)341.28 344.7 4.17 0.88 0.01 341.29 0.022 0.022 0.009 1 0.01
3PIPE - (1)341.21 344.84 6.53 1.86 0.05 341.27 0.098 0.098 0.029 1 0.05
UpstreamLine IDPipePipeFlowAvg.CapacityInvertHGL Velocity VelocityEGL Sf Invert
AreaLengthSizeRateVelocityFlowing FullDownDownDown Head Down DownDownUp
(ft)(in)(cfs)(ft/s)(cfs)(ft)(ft)(ft/s)(ft)(ft)(%)(ft)
-PIPE - (18)258.69918 7.43 4.2 12.09 334.5 339 4.2 0.27 339.27 0.501 338.18
-PIPE - (10)50.75118 4.5 2.55 3.9 338.18 340.57 2.55 0.1 340.67 0.184 338.25
-PIPE - (9)219.99418 3.64 2.06 3.47 338.25 340.76 2.06 0.07 340.83 0.12 338.49
-PIPE - (8)336.12418 4 2.26 3.53 338.49 341.09 2.26 0.08 341.17 0.145 338.87
4PIPE - (7)2518 4.03 2.28 4.7 338.87 341.66 2.28 0.08 341.74 0.147 338.92
-PIPE - (11)40.7518 3.67 2.08 8.55 338.18 340.57 2.08 0.07 340.64 0.122 338.45
-PIPE - (20)209.2518 0.91 0.52 3.48 338.45 340.69 0.52 0 340.69 0.008 338.68
9PIPE - (19)28.45218 0.94 1.7 28.32 338.68 340.71 0.53 0 340.71 0.008 340.75
8PIPE - (14)2518 2.75 1.92 23.48 338.45 340.69 1.55 0.04 340.72 0.068 339.7
7PIPE - (15)1518 0.55 0.31 4.7 338.45 340.69 0.31 0 340.69 0.003 338.48
5PIPE - (16)1518 1.23 0.7 4.7 338.28 340.76 0.7 0.01 340.77 0.014 338.31
6PIPE - (17)2518 0.71 0.4 14.85 338.28 340.76 0.4 0 340.77 0.005 338.78
NORTH
SOUTH
TRACT 7136
HYDRAULIC CALCULATIONS (OUTPUT)
UpstreamLine IDHGLGrnd/RimCoverVelocityVelocityEGL Sf Sf EnergyJ-LossMinor
AreaUpElev. UpUpUpHead UpUpUpAvg.LossCoeffLoss
(ft)(ft)(ft)(ft/s)(ft)(ft)(%)(%)(ft)(ft)
-PIPE - (18)340.3 345.3 5.62 4.2 0.27 340.57 0.5 0.501 1.295 1 0.27
-PIPE - (10)340.66 345.11 5.36 2.55 0.1 340.76 0.184 0.184 0.093 1 0.1
-PIPE - (9)341.03 345.74 5.75 2.06 0.07 341.09 0.12 0.12 0.264 1 0.07
-PIPE - (8)341.58 344.75 4.38 2.26 0.08 341.66 0.145 0.145 0.488 1 0.08
4PIPE - (7)341.7 344.62 4.2 2.28 0.08 341.78 0.147 0.147 0.037 1 0.08
-PIPE - (11)340.62 345.11 5.16 2.08 0.07 340.69 0.122 0.122 0.05 1 0.07
-PIPE - (20)340.7 345.86 5.68 0.52 0 340.71 0.008 0.008 0.016 0.53 0
9PIPE - (19)341.11 j 345.38 3.13 2.87 0.13 341.24 0.497 0.253 0.072 1 n/a
8PIPE - (14)340.67 344.68 3.48 2.28 0.08 340.75 0.123 0.096 0.024 1 0.08
7PIPE - (15)340.69 344.68 4.7 0.31 0 340.69 0.003 0.003 0 1 0
5PIPE - (16)340.77 344.68 4.87 0.7 0.01 340.77 0.014 0.014 0.002 1 0.01
6PIPE - (17)340.77 344.68 4.4 0.4 0 340.77 0.005 0.005 0.001 1 0
SUMP
MH-1
PI
P
E
-
(
3
)
PI
P
E
-
(
2
)
MH-1
MH-2
PI
P
E
-
(
5
)
MH-2
CB-2
PI
P
E
-
(
4
)
CB-2
CB-1
PI
P
E
-
(
1
)
MH-2
CB-3
PI
P
E
-
(
1
8
)
SUMP
MH-6
PI
P
E
-
(
1
0
)
MH-6
MH-5
PI
P
E
-
(
9
)
MH-5
MH-4
PI
P
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-
(
8
)
MH-4
MH-3
PI
P
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-
(
7
)
CB-4
MH-3
PI
P
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-
(
1
1
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MH-7
MH-6
PI
P
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-
(
2
0
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MH-8
MH-7
PI
P
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-
(
1
9
)
CB-9
MH-8
PI
P
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-
(
1
4
)
CB-8
MH-7
PI
P
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-
(
1
5
)
CB-7
MH-7
PI
P
E
-
(
1
6
)
CB-5
MH-5
PI
P
E
-
(
1
7
)
CB-6
MH-5
DRAINAGE EXHIBIT
SUMP LOT
PROPOSED CANAL REALIGNMENT
LO
T
"
B
"
PROPOSED CANAL REALIGNMENT
LOT "A"
Know what's
R
SUMP EXHIBIT
Know what's
R