HomeMy WebLinkAboutDrainage Study - 12702 Stockdale Hwy2
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
Drainage Exhibit .........................................................................sleeve in back of report
Reference ..................................................................................................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.
3. To provide adequate pipe sizes to accommodate tributary areas to the existing sump,
south of Tract 6281.
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 is approximately
44% in Soil Group A - Granoso sandy loam, 0 to 2 percent slopes,
overwash.
56% in Soil Group A – Wasco Sandy Loam
The soil group was obtained from the US Department of Agriculture Soils Survey. A Soil
Map is enclosed with this report.
3. The runoff coefficients used are:
A. 0.90 - Commercial
B. 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 proposed contributing areas to the existing retention basin are all zoned commercial and
paved areas therefore were modeled as such so that the improvements were accurate.
This report also studies the required pipe sizes for the existing and proposed main lines leading
from Allen Road 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 east by Allen Road, to the north by Tract 6281, to the south by
Stockdale Highway and to the west by Eagle Oaks Specialty Care Center (SPR 16-0332) that
discharges storm drain runoff into the Basin Drainage Area. (Refer to Drainage Exhibit)
The purpose for this study is to show the existing sump can handle the discharge produced by
these improvements only. Based on the Approved Drainage Study for Tract 6250 & 6281, the
analyzed area was zoned R-1, 6000 SF (127.81 acres with a runoff coefficient of 0.42) and an
undeveloped commercial area (31.21 acres with a runoff coefficient of 0.90 shown as Area C1).
The required capacity for the existing residential area and the undeveloped commercial area
12.31 ac-ft. The existing sump was constructed to provide a capacity of 12.53 ac-ft. The required
capacity for only the undeveloped commercially zoned area is 4.21 ac-ft, using the City of
Bakersfield basin volume equation (V=0.15 x Ʃ (CxA)). [See the enclosed sump calculation] The
Approved Drainage Study for Eagle Oaks Specialty Care Center has a total area of 10.55 acres
4
with a required capacity of 1.44 ac-ft. Based on these calculations, the remaining required
capacity for future improvements tributary to this existing sump is 2.77 ac-ft.
An Approved Drainage Study for Tracts 6250 & 6281 has accounted for this drainage area
however several of the parameters will be amended such as the drainage boundary, the
proposed storm drain system, and updated runoff coefficients. Stockdale Highway and part of
Allen Road (Areas x6, x7, & x8) will discharge all of its runoff into an existing catch basin and a
proposed on-site catch basin. The existing catch basins, located at the northwesterly and
northeasterly corner of the intersection, is part of a small drainage system discharging into a
temporary sump. The proposed storm drain improvements will tie into this small drainage system
as part of the overall pipe network. The drainage for Area x7 was not accounted for in the
Approved Drainage Study for Tracts 6250 & 6281 and it was part of the County at that time. The
entire drainage system was initially modeled in the Drainage Study for the Eagle Oaks Specialty
Care Center (SPR 16-0332) which sized the pipe that outlets into the sump (Ex. Pipe V) and the
backbone of this system (Ex. Pipe 10, Ex. Pipe O, and Ex.Pipe U). The proposed onsite buildings
will discharge into the storm drain system via roof drains thus a 10 minute roof to gutter time was
applied to most areas. Drainage Areas 1 through 15 is zoned for commercial development (0.9
runoff coefficient) and drains into the westerly portion of the 24” storm drain backbone (Pipes 1
through 4 and Pipe 19) which ties into the existing 18” line (Ex. Pipe 17) off of Allen Road.
Existing Drainage Area M was increased to include a small portion (0.48 acres) from the
proposed project. A drainage agreement has been established between the two properties for
accepting this additional runoff. The increased tributary area is now 1.45 acres thus producing a
runoff of 2.42 cfs. This difference in discharge between the original hydrology calculation and
revised hydrology calculation is 0.78 cfs which will be added previously calculated runoff of the
downstream pipes (Ex. Pipe R, Ex. Pipe S, and Ex.Pipe U) prior to the confluence point. The
following shows the discharge in the pipes from Drainage Study for the Eagle Oaks Specialty
Care Center (SPR 16-0332) and the updates discharge per the additional 0.78 cfs:
PIPE ID Initial Discharge in Pipe Revised Discharge in Pipe
Ex. Pipe R 4.38 cfs 5.16 cfs
Ex. Pipe S 4.98 cfs 5.76 cfs
Ex. Pipe U 5.57 cfs 6.35 cfs
A small portion of the proposed project (0.26 acres) drains into an on-site catch basin replacing
the existing inlet on San Juan Avenue. The existing tributary area, 0.31 acres, produces 0.66 cfs
which consist of a small section of San Juan Avenue per Approved Drainage Study Exhibit for
Tracts 6250 & 6281. The proposed improvements relocates the driveway where an existing catch
basin is located and a new catch basin is to be constructed just south of this driveway which is
on-site. This new inlet will tie into a proposed manhole with an 18” RCP sloping a 0.30%. The
existing pipe is to be shortened to 36.87 feet in order to maintain the necessary pipe cover at the
new catch basin.
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.
5
The existing retention basin on the north of the project, in Tract 6281, will handle all of the
discharge from site. The required basin capacity for this commercial area, based on the Approved
Drainage Study for Tract 6250 & 6281, is 4.21 acre-feet (AF) but allotted only 31.21 acres using
0.90 runoff coefficient. The area for the proposed project is 14.58 acres uses an average runoff
coefficient of 0.91 which requires a basin capacity of 1.99 acre-feet (AF), as noted in the table
below. Thus the remaining capacity in the existing sump is 0.78 ac-ft; any possible future
mitigation to the sump will be addressed in a later drainage study. The required basin volume was
calculated using the City of Bakersfield basin volume equation (V=0.15 x Ʃ (CxA)). This basin will
not be altered or expanded since the calculations are part of the Approved Drainage Study for
Tract 6250 & 6281. The following table are the calculations for the required volume for each area
entering the proposed drainage system as shown in the Hydrology Calculations.
Area Acres Coefficient C x A
COMMERCIAL RETAIL CENTER (Areas 1-15 and Areas x6, x7, & x8 only)
Commercial 10.55 0.90 9.50
Allen Road and
Stockdale Highway 3.29 0.95 3.12
COMMERCIAL RETAIL CENTER Ʃ(CXA) =12.62
TOTAL (AC)13.84 VOLUME REQUIRED (AF) =1.89
* 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.
4.0 CONCLUSION AND RECOMMENDATIONS
The flows from the 10-year event were calculated and routed. The beginning HGL was
established to based off of the Approved Drainage Study for Tract 6250 & 6281, which is 4.0 feet
above the basin bottom at the outlet structure. All the proposed pipes in this system were sized
to be 12” PVC, 18” RCP, and 24” RCP. The HGL is not less than 0.5’ below the existing grade at
any manhole/inlet.
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 existing basin will maintain a total water depth of 8.0’ with a minimum of 1’ of
freeboard.
SOIL MAP
Hydrologic Soil Group—Kern County, California, Northwestern Part
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/23/2017
Page 1 of 4
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305040 305080 305120 305160 305200 305240 305280
305040 305080 305120 305160 305200 305240 305280
35° 21' 25'' N
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Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 50 100 200 300
Feet
0 25 50 100 150
Meters
Map Scale: 1:1,690 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
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:
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 9, Sep 21, 2016
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
1/23/2017
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 5.5 43.6%
243 Wasco sandy loam A 7.1 56.4%
Totals for Area of Interest 12.7 100.0%
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
1/23/2017
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
1/23/2017
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:12702, 12714, & 12800 STOCKDALE HIGHWAY R-1, 6750 SF 0.4
DATE:Mar-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.
ADDITIONAL AREA 0.90 0.48
EX. AREA M 0.94 0.97
REVISED AREA M 0.93 1.80 1.45 10.00 640 3.97 0.62% 2.42 2.38 10.00 0 4.48 3.95
Original AREA M 0.94 1.80 0.97 10.00 640 3.97 0.62% 1.64 2.20 10.00 0 4.85 3.43
Difference in Q (cfs)0.78
EX. PIPE R 4.38 5.16
EX. PIPE S 4.98 5.76
EX. PIPE U 5.57 6.35
AREA x6 0.95 1.80 0.84 10.00 470 1.74 0.37% 1.44 60 1.86 10.00 0 4.21 3.43
EX. PIPE 14 100 0.81 2.05 18
12.05
AREA x7 0.93 1.80 2.06 10.00 362 0.90 0.25% 3.45 60 1.83 10.00 0 3.29 4.66
EX. PIPE 15 135 1.95 1.15 18
11.15
EX. PIPE 16 0.94 1.68 2.90 265 4.56 2.58 12.05 1.71 18
EX. PIPE 17 0.94 1.68 2.90 43 4.56 2.58 12.05 0.28 18
PIPE 19 0.94 1.68 2.90 72 4.56 1.45 12.05 0.83 24
14.87
Part of the proposed project; 12702, 12714, & 12800 STOCKDALE HIGHWAY
Tc CALCULATIONS
cfs to be added to downstream pipes (PIPE R, S, & U)
From Approved Drainage Study for Eagle Oaks Specialty Care Center (SPR 16-0332)
(SEE REFERENCE)
THE DISCHARGE VALUES FOR EX. PIPE P, EX. PIPE Q, AND EX. PIPE T WILL REMAIN THE SAME AS IN THE APPROVED DRAINAGE STUDY
12702, 12714, & 12800 STOCKDALE HIGHWAY
from Approved Drainage Study for SPR 16-0332
From Approved Drainage Study for Eagle Oaks Specialty Care Center (SPR 16-0332)
Hydrology_10_yr
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr Calc
12702, 12714, & 12800 STOCKDALE HIGHWAY
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.
From Approved Drainage Study for Eagle Oaks Specialty Care Center (SPR 16-0332)AREA 1 0.93 1.80 0.91 10.00 1000 1.00 0.10% 1.52 60 1.65 10.00 0 10.11 3.74
PIPE 5 32 0.86 0.62 18
10.62
AREA x8 0.95 1.80 0.49 10.00 282 0.70 0.25% 0.84 60 1.52 10.00 0 3.09 3.11
PIPE 4 0.94 1.52 4.30 106 6.10 1.94 14.87 0.91 24
15.78
AREA 2 0.90 1.72 0.64 11.30 251 4.00 1.59% 0.99 60 3.24 11.30 10 1.30
PIPE 13 97 1.26 1.28 12
12.58
AREA 3 0.90 1.74 0.60 11.02 140 1.93 1.38% 0.94 60 2.28 11.02 10 1.02 2.43
PIPE 12 0.90 1.65 1.24 125 1.84 1.04 12.58 2.01 18
14.59
AREA 4 0.90 1.73 0.23 11.17 140 1.05 0.75% 0.36 60 2.00 11.17 10 1.17 1.97
PIPE 11 0.90 1.53 1.47 49 2.03 1.15 14.59 0.72 18
15.31
PIPE 3 0.93 1.46 5.77 131 7.83 2.49 15.78 0.88 24
16.66
AREA 5 0.90 1.73 0.41 11.22 156 1.63 1.05% 0.64 60 2.13 11.22 10 1.22 2.19
PIPE 9 78 0.81 1.60 12
12.82
AREA 6 0.90 1.77 0.75 10.48 114 3.20 2.80% 1.20 60 3.94 10.48 10 0.48 2.61
PIPE 8 0.90 1.64 1.16 142 1.71 0.97 12.82 2.45 18
15.27
AREA 7 0.90 1.78 0.45 10.42 84 2.17 2.57% 0.72 60 3.31 10.42 10 0.42 2.18
PIPE 18 141 0.41 5.76 18
16.18
AREA 8 0.90 1.76 1.47 10.77 185 3.78 2.05% 2.32 60 4.00 10.77 10 0.77 3.35
PIPE 7 0.90 1.44 3.08 176 3.99 2.26 16.18 1.30 18
17.48
AREA 9 0.90 1.76 1.21 10.61 138 3.08 2.23% 1.92 60 3.77 10.61 10 0.61 3.14
PIPE 6 0.90 1.36 4.29 84 5.27 2.98 17.48 0.47 18
17.94
AREA 10 0.90 1.72 1.13 11.39 222 3.22 1.45% 1.75 60 2.67 11.39 10 1.39 3.08
PIPE 20 93 0.99 1.56 18
12.95
Hydrology_10_yr
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.
From Approved Drainage Study for Eagle Oaks Specialty Care Center (SPR 16-0332)AREA 11 0.90 1.80 0.22 10.00 174 2.17 1.25% 0.36 60 2.00 10.00 0 1.45 1.97
PIPE 2 0.91 1.34 11.41 114 13.94 4.44 17.94 0.43 24
18.37
AREA 12 0.93 1.77 0.90 10.45 110 2.77 2.51% 1.48 60 4.13 10.45 10 0.45 2.75
PIPE 22 157 0.84 3.14 18
13.59
AREA 13 0.90 1.74 0.40 11.07 136 1.47 1.08% 0.63 60 2.13 11.07 10 1.07 2.18
PIPE 21 0.90 1.59 1.30 96
0.35 13.59 4.53 18
15.60
AREA 14 0.90 1.72 0.33 11.31 162 1.50 0.92% 0.51 60 2.07 11.31 10 1.31 2.09
PIPE 1 0.91 1.31 13.04 222 15.61 4.97 18.37 0.74 24
19.12
AREA 15 0.90 1.69 0.80 11.89 273 2.40 0.88% 1.22 60 2.41 11.89 10 1.89 2.65
EX. PIPE 10 0.91 1.27 13.84 107 16.01 5.10 19.12 0.35 24
19.47
EX. PIPE O 0.91 17.10 487 15.26
4.86 26.74 1.67 24
28.40
Rev EX. PIPE U 0.91 4.32 130 6.35
3.59 13.56 0.69 18
(See Above)14.25
EX. AREA P*0.90 1.80 2.03 10.00 568 3.93 0.69% 3.29 60 2.47 10.00 0 3.84 4.23
EX. PIPE V 0.91 0.94 37.29 53 32.02 6.52 28.40 0.14 30
28.54
OFF-SITE AREA (Drainage on San Juan Avenue)0.90 1.80 0.26 10.00 218 2.17 1.00% 0.42 60 2.03 10.00 0 1.79 2.02
0.66
1.08
4.21 ac-ft
C = 0.90 A 31.21
1.44 ac-ft
Updated Required Sump Capacity = 0.15 x C x A = 1.99 ac-ft
C = 0.91 A
14.58 acres
0.78 ac-ft
12.32 ac-ft 12.54 ac-ft
from Approved H/H Study for Tract 6250 & 6281
Existing Q in PIPE 77 (from Approved H/H Study for Tract 6250 & 6281) =
OFF-SITE AREA (Drainage on San Juan Avenue)
Total Q in OFF-SITE PIPE = 0.42 cfs + 0.66 cfs =
Required Sump Capacity (from Approved H/H Study for Tract 6250 & 6281)= 0.15 x C x A=
Existing Retention Basin -Volume Required: Volume Provided:
Remaining Capacity
BREAKDOWN AT CONFLUENCE POINT (SEE REFERENCE)
Required Sump Capacity (from Eagle Oaks Specialty Care Center)= 0.15 x C x A=
Updated Required Sump Capacity Difference =
= Additional Area + Area x6, x7, & x8 + AREA 1 to 15 + Off-Site Area
= 0.48 + 3.39 + 10.45 + 0.26 =
* Data from Approved H/H Study for Eagle Oaks Specialty Care Center (SPR 16-0332)]
4.21 ac-ft - 1.44 ac-ft - 1.99 ac-ft =
Hydrology_10_yr
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr Calc
(UPDATED)
INLET & PIPE SIZING CALCULATIONS
INLET
PE SIZING CALCULATIONS INLET
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Jan 20 2017
Max. Allowable Catch Basin>
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) = 1.52
Highlighted
Q Total (cfs) = 1.52
Q Capt (cfs) = 1.52
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 4.46
Efficiency (%) = 100
Gutter Spread (ft) = 3.99
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.Friday, Jan 20 2017
Max. Allowable Inlet w/ Curb>
Grate Inlet
Location = Sag
Curb Length (ft) = -0-
Throat Height (in) = -0-
Grate Area (sqft) = 1.00
Grate Width (ft) = 2.00
Grate Length (ft) = 2.00
Gutter
Slope, Sw (ft/ft) = 0.003
Slope, Sx (ft/ft) = 0.021
Local Depr (in) = -0-
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 1.50
Highlighted
Q Total (cfs) = 1.50
Q Capt (cfs) = 1.50
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 2.32
Efficiency (%) = 100
Gutter Spread (ft) = 10.93
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Jan 20 2017
Max. Allowable Inlet >
Drop Grate Inlet
Location = Sag
Curb Length (ft) = -0-
Throat Height (in) = -0-
Grate Area (sqft) = 1.00
Grate Width (ft) = 2.00
Grate Length (ft) = 2.00
Gutter
Slope, Sw (ft/ft) = 0.021
Slope, Sx (ft/ft) = 0.021
Local Depr (in) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 2.32
Highlighted
Q Total (cfs) = 2.32
Q Capt (cfs) = 2.32
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 2.53
Efficiency (%) = 100
Gutter Spread (ft) = 22.04
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
HYDRAULIC CALCULATIONS AND
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DRAINAGE EXHIBIT
12702, 12714 and 12800 Stockdale Highway
BASIN SIZING CALCULATIONS
Provided Sump Capacity
* Required Sump Capacity =12.32 AC-FT
* Provided Sump Capacity = 12.54 AC-FT
* Drainage Area C1 (Undeveloped)
PROVIDED AREA (A) =31.21 acres
RUNOFF COEFFICIENT (C)= 0.9
Approved Provided Sump Capacity for Area C1 = 0.15 x C x A =4.21 AC-FT
*Per Approved Drainage Study for Tract 6250 & 6281
Required Sump Capacity for Eagle Oaks Specialty Care Center = 1.44 AC-FT
*Per Approved Drainage Study for Eagle Oaks Specialty Care Center
Required Sump Capacity
TABLE OF RUNOFF COEFFICIENTS ADD'L AREA AREAS AREAS OFF-SITE C x A =
TO AREA M 1 TO 15 x6, x7, & x8 AREA
R-1, 6000 SF 0.42
R-1, 6750 SF 0.4
R-1, 7500 SF 0.38
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 0.48 9.45 1.10 0.26 10.16
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 1.00 2.29 3.13
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 =13.29
ADD'L AREA AREAS AREAS OFF-SITE
TO AREA M 1 TO 15 x6, x7, & x8 AREA TOTAL AREA
TOTAL AREA (ACRES)0.48 10.45 3.39 0.26 14.58
Required Sump Capacity = 0.15 x C x A =0.15 X n C x A =1.99 AC-FT
Remaining Sump Capacity =4.21 AC-FT - 1.44 AC-FT - 1.99 AC-FT =0.78 AC-FT
ADD'L AREA AREAS AREAS OFF-SITE
STOCKDALE HIGHWAY
SAN JUAN A V E N U E
A L L E N R O A D
REFERENCE
REFERENCE
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
Drainage Exhibit .........................................................................sleeve in back of report
Reference ..................................................................................................back of report
REFERENCE
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.
3. To provide adequate pipe sizes to accommodate future commercial developments
tributary to the existing sump, south of Tracts 6250 & 6281.
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 is approximately 100% in Soil Group A - Granoso sandy loam, 0 to 2 percent
slopes, overwash. The soil group was obtained from the US Department of
Agriculture Soils Survey. A Soil Map is enclosed with this report.
3. The runoff coefficients used are:
A. 0.90 - Commercial
B. 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 commercial and therefore were
modeled as such so that the improvements were accurate.
This report also studies the required pipe sizes for the existing and proposed main lines leading
from Allen Road 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 east by Allen Road, to the north by Tracts 6250 & 6281, to the
south by Stockdale Highway and to the west by Jewetta Avenue that takes storm drain runoff into
the Basin Drainage Area. (Refer to Drainage Exhibit)
An Approved Drainage Study for Tracts 6250 & 6281 has accounted for this drainage area
however several of the parameters will be amended such as the drainage boundary, addition of a
storm drain system, and updated runoff coefficients.Stockdale Highway and part of Allen Road
(Areas 6, 7, & 8) will discharge all of its runoff into existing two catch basins (Ex. CB #1 & ex. CB
#2). These inlets, located at the intersection of Stockdale Highway and Allen Road, are part of a
small drainage system discharging into a temporary sump. The proposed storm drain
improvements will included this small drainage system as part of the overall pipe network. The
entire drainage system will be modeled to size the pipe that outlets into the sump (Pipe V) and
the backbone of this system (Pipe 10, Pipe O, and Pipe J). Drainage Areas 1A through 5 and 11
through 15 will be future improvements zoned for commercial development (0.9 runoff
coefficient). The future and proposed onsite buildings will discharge into the storm drain system
via roof drains thus a 10 minute roof to gutter time was applied to these areas (Area A, I, O and
REFERENCE
4
K). The pipe collecting and conveying street runoff will be RCP material with the remaining onsite
pipes as PVC.
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 on the north of the project, in Tract 6281, will handle all of the
discharge from site. The required basin capacity for this commercial area, based on the Approved
Drainage Study for Tract 6250 & 6281, is 4.21 acre-feet (AF) but allotted only 31.21 acres using
0.90 runoff coefficient. The updated area for the proposed project is 32.55 acres uses an average
runoff coefficient of 0.91 which requires a basin capacity of 4.43 acre-feet (AF). The required
basin volume was calculated using the City of Bakersfield basin volume equation (V=0.15 x Ʃ
(CxA)). This basin will not be altered or expanded since the calculations are part of the Approved
Drainage Study for Tract 6250 & 6281. The total contributing areas equal 32.55 acres; this
acreage is divided into the areas as noted below. The coefficient values are provided for each
area, and the calculations for the required and provided volumes are shown below and on the
Hydrology Calculations.
Area Acres Coefficient C x A
EAGLE OAKS SPECIALTY CARE CENTER
Commercial 27.78 0.90 25.00
Allen Road and Stockdale
Highway
4.77 0.95 4.53
EAGLE OAKS SPECIALTY CARE CENTER Ʃ(CXA) =29.53
TOTAL (AC)32.55 VOLUME REQUIRED (AF) =4.43
* 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.
4.0 CONCLUSION AND RECOMMENDATIONS
The flows from the 10-year event were calculated and routed. The beginning HGL was
established to based off of the Approved Drainage Study for Tract 6250 & 6281, which is 4.0 feet
above the basin bottom at the outlet structure. All the pipes in this system were sized to be 8”
PVC, 12” PVC, 18” RCP, 24” RCP and 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 existing basin will maintain a total water depth of 8.0’ with a minimum of 1’ of
freeboard.
REFERENCE
HYDROLOGY CALCULATIONS
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:Valley Children's Medical Center R-1, 6750 SF 0.4
DATE:Nov-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 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 1A 0.90 1.64 1.00 12.68 300 1.00 0.33% 1.48 60 1.87 12.68 10 2.68 3.47
PIPE 2 320 0.84 6.37 18
19.05
Area 1B 0.90 1.59 2.51 13.62 400 1.00 0.25% 3.59 60 1.84 13.62 10 3.62 4.72
PIPE 24 0.90 1.27 3.51 297 4.02 2.28 19.05 2.17 18
21.22
Area 2 0.90 1.57 3.07 13.94 450 1.00 0.22% 4.34 60 1.90 13.94 10 3.94 5.02
PIPE 25 0.90 1.17 6.58 198 6.91 3.91 21.22 0.84 18
22.06
Area 3 0.90 1.58 1.87 13.77 400 1.00 0.25% 2.66 60 1.77 13.77 10 3.77 4.34
Area 4 0.90 1.58 1.91 13.76 400 1.00 0.25% 2.72 60 1.77 13.76 10 3.76 4.37
PIPE 1 0.90 1.13 10.36 343 10.58 3.37 22.06 1.70 24
23.76
Area A 0.90 1.80 0.40 10.00 1 0.01 2.00% 0.65 60 2.76 10.00 10 0.00 2.22
PIPE A 103 1.86 0.93 8
10.93
Area B 0.90 1.80 0.24 10.00 110 2.20 2.00% 0.39 60 2.40 10.00 0 0.77 1.91
PIPE B 0.90 1.75 0.64 63 1.01 1.28 10.93 0.82 12
11.75
Area C 0.90 1.80 0.18 10.00 160 2.20 1.38% 0.29 60 1.97 10.00 0 1.35 1.87
PIPE C 0.90 1.70 0.82 75 1.25 1.60 11.75 0.78 12
12.53
Tc CALCULATIONS
Valley Children's Medical Center
Hydrology_10_yr
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr Calc
REFERENCE
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.
Valley Children's Medical Center
Area D 0.90 1.80 0.55 10.00 170 1.70 1.00% 0.89 60 2.25 10.00 0 1.26 2.39
PIPE D 0.90 1.65 1.37 79 2.04 1.15 12.53 1.14 18
13.67
Area E 0.90 1.80 0.09 10.00 85 2.00 2.35% 0.15 60 2.27 10.00 0 0.62 0.87
PIPE E 48 0.08 9.65 18
19.65
Area 10 0.95 1.80 0.96 10.00 110 0.30 0.27% 1.64 60 1.67 10.00 0 1.10 3.85
PIPE F 0.92 1.59 2.42 164 3.53 2.00 13.67 1.37 18
15.04
Area 9 0.95 1.80 0.80 10.00 300 0.75 0.25% 1.37 60 1.62 10.00 0 3.09 3.60
PIPE G 469 0.77 10.09 18
20.09
PIPE H 0.93 1.21 3.22 343 3.63 1.15 20.09 4.95 24
25.04
Area F 0.90 1.80 0.28 10.00 200 1.75 0.88% 0.45 60 2.04 10.00 0 1.63 2.04
PIPE I 0.93 1.03 3.50 43 3.35 1.07 25.04 0.67 24
25.71
Area 5 0.90 1.80 1.30 10.00 400 1.00 0.25% 2.11 60 1.72 10.00 0 3.87 4.12
PIPE J 0.91 1.01 15.16 274 13.93 4.44 25.71 1.03 24
26.74
Area G 0.90 1.80 0.44 10.00 100 1.50 1.50% 0.71 60 2.84 10.00 0 0.59 2.30
PIPE K 133 0.91 2.44 12
12.44
Area H 0.90 1.80 0.35 10.00 140 1.00 0.71% 0.57 60 1.68 10.00 0 1.39 2.41
PIPE L 0.90 1.66 0.79 99 1.18 1.50 12.44 1.10 12
13.55
Area I 0.90 1.79 0.45 10.15 20 0.20 1.00% 0.73 60 2.18 10.15 10 0.15 2.26
PIPE M 266 2.08 2.13 8
12.28
PIPE N 0.90 1.59 1.24 72 1.78 2.26 13.55 0.53 12
14.08
Area J 0.90 1.80 0.7 10.00 300 2.60 0.87% 1.13 60 2.37 10.00 0 2.11 2.59
PIPE O 0.91 0.99 17.10 487 15.26 4.86 26.74 1.67 24
28.41
Hydrology_10_yr
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr Calc
REFERENCE
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.
Valley Children's Medical Center
Area K 0.90 1.80 0.73 10.00 1 0.01 1.00% 1.18 60 2.39 10.00 10 0.00 2.63
PIPE P 52 1.51 0.57 12
10.57
Area L 0.90 1.80 1.15 10.00 462 1.93 0.42% 1.86 60 2.11 10.00 0 3.65 3.71
PIPE Q 0.90 1.77 1.88 147 2.99 1.69 10.57 1.45 18
12.02
Area M 0.94 1.80 0.97 10.00 640 3.97 0.62% 1.64 60 2.20 10.00 0 4.85 3.43
PIPE R 0.91 1.68 2.85 32 4.38 2.48 12.02 0.22 18
12.23
Area N 0.90 1.80 0.42 10.00 235 0.58 0.25% 0.68 60 1.46 10.00 0 2.68 2.95
PIPE S 0.91 1.67 3.27 224 4.98 2.82 12.23 1.33 18
13.56
Area O 0.90 1.80 0.57 10.00 1 0.01 1.00% 0.92 60 2.27 10.00 10 0.00 2.42
PIPE T 101 1.18 1.43 12
11.43
PIPE U 0.91 1.59 3.84 130 5.57 3.15 13.56 0.69 18
14.25
Area 6 0.95 1.80 0.99 10.00 470 1.74 0.37% 1.69 60 1.91 10.00 0 4.11 3.62
EX. PIPE 14 100 0.96 1.74 18
11.74
Area 7 0.93 1.80 2.06 10.00 362 0.90 0.25% 3.45 60 1.83 10.00 0 3.30 4.66
EX. PIPE 15 135 1.95 1.15 18
11.15
EX. PIPE 16 0.94 1.70 3.05 268 4.85 2.75 11.74 1.63 18
EX. PIPE 17 0.94 1.70 3.05 43 4.85 2.75 11.74 0.26 18
13.63
Area 8 0.95 1.80 0.39 10.00 282 0.70 0.25% 0.67 60 1.45 10.00 0 3.24 2.94
PIPE 4 17 0.38 0.77 18
10.77
Area 15 0.91 1.80 0.49 10.00 223 0.00 0.00% 0.80 60 1.51 10.00 0 2.46 3.08
PIPE 3 28 0.45 1.04 18
11.04
PIPE 5 0.93 1.59 3.93 235 5.84 1.86 13.63 2.11 24
15.74
Hydrology_10_yr
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr Calc
REFERENCE
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.
Valley Children's Medical Center
Area 11 0.90 1.80 2.50 10.00 224 0.70 0.31% 4.05 60 2.02 10.00 0 1.85 4.79
PIPE 6 0.92 1.47 6.43 239 8.68 2.76 15.74 1.44 24
17.18
Area 12 0.90 1.80 0.86 10.00 225 0.70 0.31% 1.39 60 1.76 10.00 0 2.14 3.52
PIPE 8 23 0.79 0.50 18
10.50
Area 13 0.90 1.80 0.80 10.00 226 0.70 0.31% 1.30 60 1.73 10.00 0 2.18 3.44
PIPE 7 23 0.73 0.51 18
10.51
PIPE 9 0.90 1.77 1.66 357 2.64 1.50 10.51 3.97 18
14.49
Area 14 0.90 1.80 1.49 10.00 227 0.70 0.31% 2.41 60 1.93 10.00 0 1.97 4.18
PIPE 10 0.91 1.38 9.58 238 12.11 3.85 17.18 1.03 24
18.20
Area P 0.90 1.80 2.03 10.00 568 3.93 0.69% 3.29 60 2.47 10.00 0 3.84 4.23
PIPE V 0.91 0.94 32.55 53 27.89 5.68 28.41 0.16 30
28.56
4.21 ac-ft
C = 0.90 A= 31.21 acres
Updated Required Sump Capacity = 0.15 x C x A = 4.43 ac-ft 0.22 ac-ft
C = 0.91 A= 32.55 acres
12.32 ac-ft 12.54 ac-ft
from Approved H/H Study for Tract 6250 & 6281
Required Sump Capacity (from Approved H/H Study for Tract 6250 & 6281)= 0.15 x C x A=
Existing Retention Basin -Volume Required: Volume Provided:
Updated Sump Capacity Difference =
Hydrology_10_yr
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr Calc
.6
53
1.96 3.85
5.67 32.48
4.21 ac-ft
C = 0.90 A= 31.21 acres
Updated Required Sump Capacity = 0.15 x C x A = 4.42 ac-ft 0.21 ac-ft
C = 0.91 A= 32.48 acres
12.32 ac-ft 12.54 ac-ft
from Approved H/H Study for Tract 6250 & 6281
Required Sump Capacity (from Approved H/H Study for Tract 6250 & 6281)= 0.15 x C x A=
Existing Retention Basin -Volume Required: Volume Provided:
Updated Sump Capacity Difference =
2.18
REFERENCE
53
INLET & PIPE SIZING CALCULATIONS
INLET
PE SIZING CALCULATIONS INLET
REFERENCE
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Nov 3 2016
2' x 2' Grate Inlet - Max Produced Q
Drop Grate Inlet
Location = Sag
Curb Length (ft) = -0-
Throat Height (in) = -0-
Grate Area (sqft) = 1.50
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) = 2.00
Gutter Width (ft) = 2.00
Gutter Slope (%) = -0-
Gutter n-value = -0-
Calculations
Compute by: Known Q
Q (cfs) = 3.18
Highlighted
Q Total (cfs) = 3.18
Q Capt (cfs) = 3.18
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 3.19
Efficiency (%) = 100
Gutter Spread (ft) = 28.57
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
REFERENCE
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Nov 3 2016
3.5' Catch Basin - Max Produced Q
Curb Inlet
Location = Sag
Curb Length (ft) = 3.50
Throat Height (in) = 4.00
Grate Area (sqft) = -0-
Grate Width (ft) = -0-
Grate Length (ft) = -0-
Gutter
Slope, Sw (ft/ft) = 0.020
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) = 1.64
Highlighted
Q Total (cfs) = 1.64
Q Capt (cfs) = 1.64
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 4.59
Efficiency (%) = 100
Gutter Spread (ft) = 4.12
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
REFERENCE
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Nov 3 2016
2' x 2' Grate Inlet at Curb- Max Produced Q
Grate Inlet
Location = Sag
Curb Length (ft) = -0-
Throat Height (in) = -0-
Grate Area (sqft) = 1.00
Grate Width (ft) = 2.00
Grate Length (ft) = 2.00
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) = 1.86
Highlighted
Q Total (cfs) = 1.86
Q Capt (cfs) = 1.86
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 4.88
Efficiency (%) = 100
Gutter Spread (ft) = 4.41
Gutter Vel (ft/s) = -0-
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
REFERENCE
HYDRAULIC CALCULATIONS AND
PIPE PROFILES
REFERENCE
Eagle Oaks Specialty Care Center
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 V 52.92 30 27.90 6.53 108.88 349.52 353.00 5.68 0.50 353.50 0.463 353.25
PIPE O 486.51 24 15.26 5.42 15.45 353.25 355.05 5.13 0.41 355.46 0.401 355.52
PIPE J 274.00 24 13.93 5.19 17.82 355.52 357.60 4.43 0.31 357.90 0.379 357.22
PIPE I 42.77 24 3.35 1.08 7.73 357.22 359.17 1.07 0.02 359.18 0.019 357.27
PIPE H 342.80 24 3.63 1.25 7.33 357.27 359.18 1.17 0.02 359.20 0.022 357.63
PIPE F 164.04 18 3.53 2.00 3.48 357.63 359.28 2.00 0.06 359.34 0.113 357.81
PIPE D 78.83 18 2.04 1.28 10.74 357.81 359.53 1.15 0.02 359.55 0.027 358.40
PIPE C 74.89 12 1.25 1.91 3.61 358.40 359.57 1.59 0.04 359.61 0.088 358.95
PIPE B 62.96 12 1.00 1.68 1.40 358.95 359.67 1.64 0.04 359.72 0.074 359.02
PIPE A 103.28 8 0.73 1.86 0.49 359.02 359.73 1.86 0.05 359.78 0.207 359.14
PIPE N 72.12 12 1.78 3.07 6.61 355.52 357.60 2.27 0.08 357.68 0.179 357.30
PIPE M 266.07 8 0.73 2.09 0.46 357.30 357.97 2.09 0.07 358.03 0.261 357.58
PIPE E 47.78 18 0.15 0.08 3.72 357.81 359.53 0.08 0.00 359.53 0.000 357.87
PIPE L 99.25 12 1.18 2.00 1.40 357.30 358.00 2.00 0.06 358.07 0.111 357.41
PIPE K 133.09 12 0.71 1.20 1.41 357.41 358.17 1.10 0.02 358.19 0.033 357.56
PIPE 10 237.65 24 12.11 3.86 7.90 353.25 355.25 3.86 0.23 355.48 0.287 353.54
PIPE 9 356.70 18 2.64 2.55 9.07 353.54 356.16 1.49 0.03 356.20 0.063 356.20
PIPE 7 22.59 18 1.30 1.30 4.94 356.20 357.05 1.26 0.02 357.08 0.040 356.25
PIPE 8 23.47 18 1.39 1.38 4.85 356.20 357.05 1.34 0.03 357.08 0.046 356.25
PIPE G 468.64 18 1.40 0.89 3.79 357.63 359.28 0.79 0.01 359.29 0.018 358.24
PIPE U 129.81 18 5.57 4.06 16.97 353.25 355.05 3.15 0.15 355.20 0.281 356.64
PIPE S 224.36 18 5.00 4.06 6.50 356.64 357.63 4.06 0.26 357.88 0.383 357.50
PIPE R 32.00 18 4.38 2.66 4.15 357.50 358.82 2.66 0.11 358.93 0.156 357.55
PIPE Q 146.66 18 3.00 1.77 3.88 357.55 358.98 1.73 0.05 359.03 0.071 357.75
PIPE P 51.69 12 1.18 1.50 1.43 357.75 359.13 1.50 0.04 359.17 0.079 357.81
PIPE 1 343.26 24 10.58 3.71 12.57 357.22 359.17 3.39 0.18 359.35 0.194 358.28
PIPE 25 198.01 18 6.91 3.91 4.66 358.28 359.88 3.91 0.24 360.12 0.433 358.67
PIPE 24 296.53 18 4.02 2.39 6.76 358.67 360.77 2.28 0.08 360.85 0.147 359.90
PIPE 2 320.00 18 1.48 0.99 3.62 359.90 361.27 0.87 0.01 361.29 0.017 360.28
PIPE T 100.71 12 0.92 3.36 5.95 356.64 357.55 1.23 0.47 358.02 0.000 358.65
PIPE 6 238.98 24 8.70 2.77 7.46 353.54 356.16 2.77 0.12 356.28 0.148 353.80
PIPE 5 235.09 24 6.03 1.92 7.52 353.80 356.53 1.92 0.06 356.59 0.071 354.06
EX. PIPE 17 42.81 18 4.85 2.74 3.59 354.06 356.76 2.75 0.12 356.88 0.213 354.11
EX. PIPE 16 267.80 18 4.85 2.74 3.46 354.11 356.97 2.75 0.12 357.08 0.213 354.40
EX. PIPE 15 134.78 18 3.45 1.95 3.62 354.86 357.64 1.95 0.06 357.70 0.108 355.02
EX. PIPE 14 100.04 18 1.70 0.96 3.64 354.40 357.64 0.96 0.01 357.65 0.026 354.52
PIPE 3 28.47 18 0.80 0.68 18.57 355.11 356.76 0.45 0.00 356.76 0.006 356.00
PIPE 4 17.38 18 0.67 0.57 23.76 355.11 356.76 0.38 0.00 356.76 0.004 356.00
.83
REFERENCE
Eagle Oaks Specialty Care Center
HYDRAULIC CALCULATIONS (OUTPUT)
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 V 355.05 j 359.43 3.68 7.38 0.85 355.90 0.615 0.539 0.285 1.00 z n/a
PIPE O 357.10 360.65 3.13 5.72 0.51 357.61 0.486 0.443 2.157 0.97 0.49
PIPE J 358.62 362.50 3.28 5.94 0.55 359.17 0.542 0.461 1.263 1.00 0.55
PIPE I 359.17 361.88 2.61 1.09 0.02 359.19 0.019 0.019 0.008 0.15 0.00
PIPE H 359.26 364.00 4.37 1.33 0.03 359.28 0.026 0.024 0.083 1.00 0.03
PIPE F 359.47 362.33 3.02 2.00 0.06 359.53 0.113 0.113 0.185 1.00 0.06
PIPE D 359.54 360.70 0.80 1.41 0.03 359.57 0.031 0.029 0.023 1.00 0.03
PIPE C 359.62 362.00 2.05 2.23 0.08 359.70 0.141 0.115 0.086 0.68 0.05
PIPE B 359.72 361.70 1.68 1.71 0.05 359.76 0.081 0.078 0.049 0.15 0.01
PIPE A 359.98 363.00 3.19 1.86 0.05 360.03 0.207 0.207 0.215 0.87 0.09
PIPE N 357.87 j 362.50 4.20 3.87 0.23 358.10 0.472 0.325 0.235 1.00 z n/a
PIPE M 358.73 362.80 4.55 2.09 0.07 358.80 0.262 0.262 0.695 1.00 0.14
PIPE E 359.53 362.33 2.96 0.08 0.00 359.53 0.000 0.000 0.000 1.00 0.00
PIPE L 358.11 361.60 3.19 2.00 0.06 358.18 0.111 0.111 0.110 0.98 0.06
PIPE K 358.22 361.44 2.88 1.29 0.03 358.25 0.047 0.040 0.053 1.00 0.03
PIPE 10 355.93 361.84 6.30 3.85 0.23 356.16 0.287 0.287 0.681 1.00 0.23
PIPE 9 356.85 361.00 3.30 3.61 0.20 357.05 0.419 0.241 0.861 1.00 0.20
PIPE 7 357.06 360.80 3.05 1.34 0.03 357.09 0.048 0.044 0.010 1.00 0.03
PIPE 8 357.06 360.80 3.05 1.43 0.03 357.09 0.054 0.050 0.012 1.00 0.03
PIPE G 359.37 363.70 3.96 0.98 0.01 359.38 0.021 0.020 0.091 1.00 0.01
PIPE U 357.55 j 361.50 3.36 4.97 0.38 357.93 0.604 0.443 0.575 1.00 z n/a
PIPE S 358.49 360.56 1.56 4.05 0.26 358.74 0.383 0.383 0.859 0.15 0.04
PIPE R 358.87 360.53 1.48 2.65 0.11 358.98 0.156 0.156 0.050 1.00 0.11
PIPE Q 359.08 360.40 1.15 1.81 0.05 359.13 0.073 0.072 0.105 1.00 0.05
PIPE P 359.18 363.30 4.49 1.50 0.04 359.21 0.079 0.079 0.041 1.00 0.04
PIPE 1 359.84 365.30 5.02 4.02 0.25 360.09 0.241 0.217 0.746 0.15 0.04
PIPE 25 360.74 364.40 4.23 3.91 0.24 360.97 0.433 0.433 0.858 0.15 0.04
PIPE 24 361.18 364.36 2.96 2.51 0.10 361.27 0.138 0.142 0.422 1.00 0.10
PIPE 2 361.34 364.00 2.22 1.11 0.02 361.36 0.028 0.023 0.072 1.00 0.02
PIPE T 358.92 j 363.00 3.35 5.49 0.47 359.38 0.000 0.000 0.000 1.00 z n/a
PIPE 6 356.52 361.56 5.76 2.77 0.12 356.64 0.148 0.148 0.354 0.15 0.02
PIPE 5 356.70 361.10 5.04 1.92 0.06 356.76 0.071 0.071 0.167 1.00 0.06
EX. PIPE 17 356.85 361.40 5.79 2.74 0.12 356.97 0.213 0.213 0.091 1.00 0.12
EX. PIPE 16 357.54 361.50 5.60 2.74 0.12 357.66 0.213 0.213 0.571 0.87 0.10
EX. PIPE 15 357.79 361.00 4.48 1.95 0.06 357.85 0.108 0.108 0.146 1.00 0.06
EX. PIPE 14 357.67 360.00 3.98 0.96 0.01 357.68 0.026 0.026 0.026 1.00 0.01
PIPE 3 356.75 361.10 3.60 0.90 0.01 356.77 0.023 0.014 0.004 1.00 0.01
PIPE 4 356.75 360.66 3.16 0.76 0.01 356.76 0.016 0.010 0.002 1.00 0.01
Notes:
j-Line contains hyd. Jump
z-Zero Junction Loss
REFERENCE
DRAINAGE EXHIBIT
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