HomeMy WebLinkAbout9700 Panama Lane Revised Drainage Study (2)Rite Aid (Store #6716-01)
DRAINAGE STUDY
2
Table of Contents
1.0 PURPOSE...................................................................................................................3
2.0 GUIDELINES...............................................................................................................3
3.0 DESIGN APPROACH .................................................................................................3
4.0 CONCLUSION AND RECOMMENDATIONS.............................................................4
..................................................................................................................back of report
Soil Map ....................................................................................................back of report
Time of Concentration (Tc) 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..................................................................................................back of report
Rite Aid (Store #6716-01)
DRAINAGE STUDY
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. No initial times of concentration for this commercial development.
2. Soil Group A is primarily located throughout the site.
-174: Kimberlina fine sandy loam, 0 to 2 percent slopes MLRA 17
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 temporary basin are zoned commercial with the adjacent streets
and therefore were modeled as such so that the proposed improvements were accurate.
The affected project area for these improvements is dictated by the flat terrain that is present.
More specifically the improvements are designed to benefit all areas bounded to the east by Old
River Road, to the south by Panama Lane, and future proposed commercial development to the
north and west. Stormwater run-on will not occur from offsite areas due to the flat topography of
the area thus any proposed berms or other flow preventative measures will not surround the
temporary sump.
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 temporary basin, on the southwest end of the project, will have a bottom elevation
of 343.00 and handle all of the discharge from the site. The ultimate build out basin volumes
(provided and required) were not calculated. The required basin volume was calculated using the
City of Bakersfield sump volume equation (V=0.15 x Ʃ (CxA)). The total contributing area equals
4.92 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 Basin Exhibit.
Rite Aid (Store #6716-01)
DRAINAGE STUDY
4
Area Acres Coefficient C x A
RITE-AID
Commercial 1.92 0.90 1.73
Old River Road 2.00 0.95 1.90
Panama Lane 1.00 0.95 0.95
ALL TRACTS Ʃ(CXA) =4.58
TOTAL 4.92 VOLUME REQUIRED (AF) =0.69
* Assumed based on a plan provided by the City of Bakersfield
The rational method for the 10-year event was performed using Autodesk Hydraflow Storm
Sewers Extension 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. 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 4.5’ above the basin bottom.
4.0 CONCLUSION AND RECOMMENDATIONS
The flows from the 10-year event were calculated and routed. All the pipes in this system were
sized to be 18” RCP for the off-site portion and 8” PVC and 12” PVC for local drainage on-site.
The HGL is not less than 0.5’ below the proposed grade at any manhole and catch basin.
Drainage Area 1 consists of westerly half of Old River Road and the back alley of the commercial
site. The northern limit of Old River Road was established based on surveyed topography. This
area has its own weighted coefficient value from portions of Old River Road and the commercial
site. Catch basin #4, 3.5’ opening width inlet, is located just north of the proposed driveway along
Old River Road and will collect the all of the 2.95 cfs generated discharge. Catch Basin #3 is on
the southerly side of the same driveway and will collect the discharge produced by Area 2. This
3.5’ wide opening catch basin collects discharge, 1.99 cfs, from the westerly half of Old River
Road and the half of the parking lot from the commercial site. These inlets will discharge into
Storm Drain Manhole No. 3 which is connected to an 18” RCP running southerly along Old River
Road. At Storm Drain Manhole No. 2, another 18” RCP runs west along Panama Lane until it
reaches Storm Drain Manhole No. 1. Drainage Area 3 is only the rooftop of the proposed building
and will discharge into several roof drains equally spaced out on the north side of the roof,
represented as Node A on the Drainage Exhibit. These drains are directly connected to the site
drainage system and will handle the produced runoff of 0.64 cfs. Drainage Area 4 will convey
0.46 cfs into a 2’ x 2’ Christy U21 Box located on the westerly side of the site drive aisle. This
area consists of the west side of the project adjacent to the proposed building. Drainage Area 5
consists of the northerly half of Panama Lane and south parking lot of the site. This area
discharges 1.43 cfs into Catch Basin #2, which also accepts on-site runoff from the Christy U21
Box at Node C. This 3.5’ wide opening catch basin is located just east of the proposed driveway
along Panama Lane. Storm Drain Manhole No. 1 is a confluence point for all the runoff produced
by Drainage Areas 1 through 5. The remaining downstream drainage lines are 18” RCP which
connects Catch Basin #1 and ultimately drains into the sump. Drainage Area 6 will convey 0.77
cfs into a catch basin (CB #1) approximately 110 feet west from this driveway, south of the
proposed temporary basin. The discharge from this area consists of the northerly half of Panama
Rite Aid (Store #6716-01)
DRAINAGE STUDY
5
Lane. The westerly limit of Panama Lane was established using surveyed topography. A
temporary headwall will discharge the entire runoff into the temporary sump, as shown in the Off-
Site Street Plans (Reference).
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 depth of the basin is 9.0 deep with a proposed outlet structure at an opening
elevation of 340.20. The required capacity for the constructed site is 0.68 acre-feet with a sump
that can possibly store up to 0.88 acre-feet of runoff. This temporary basin was only sized for this
development and any additional tributary area from Panama Lane and Old River Road. The final
developed basin will need to be expanded or replaced with a larger one downstream when
additional commercial property is developed. The Drainage Exhibit, part of this study, shows the
proposed storm drain along Panama Lane which allows for the expansion westerly from Catch
Basin No. 1.
Rite Aid (Store #6716-01)
DRAINAGE STUDY
6
Vicinity Map
___________________________________
____________________________________________________________Not to Scale
RITE AID
(STORE # 6716-01)
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TIME OF CONCENTRATION (Tc)
CALCULATIONS
CITY OF BAKERSFIELD RATIONAL METHOD
(In accordance with City of Bakersfield Standards)
TABLE OF RUNOFF COEFFICIENTS
R-1, 6000 SF0.42
JOB TITLE:RITE AID R-1, 6750 SF 0.4
DATE:Jun-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, 30Commercial 0.9
Industrial 0.8
Curve Values Parks 0.15
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
Backyards 0.05
Lawn-landscape 2% slope0.100.17
Lawn-landscape 2-7% slope0.150.22
Lawn-landscape 7% slope0.200.35
SUBAREACIArslt TcLdHSgQStreetVTrial TcRoof toTmInletCurbD
NAMERunoff Intensity TotalTimeLengthElev.GutterFlowTypeVel.MIN.GutterTravelSizeCapPipe
Coef.IN/HRAreaConc.FeetDiff.SlopeCFSFPSTimeTimeFeet InDia.
AC.MIN.FeetFt/Ft MIN.MIN.In.
AREA 1 0.94 1.801.74 8.42 9882.840.29%2.95601.9610.000 8.424.38
AREA 2 0.92 1.801.20 2.61 3572.110.59%1.99602.2810.000 2.613.66
AREA 3 0.90 1.800.39 0.65 1072.132.00%0.64602.7510.000 0.652.21
AREA 4 0.90 1.800.28 1.97 2423.321.37%0.46602.0510.000 1.972.05
AREA 5 0.93 1.800.85 2.75 2690.710.26%1.43601.6310.000 2.753.66
AREA 6 0.95 1.800.45 2.24 2030.530.26%0.77601.5110.000 2.243.05
Required Sump Capacity = 0.15 x C x A =0.68 ac-ft
C =0.93A=4.92acres
Tc CALCULATIONS
RITE AID (STORE # 6716-01)
McIntosh Associates
2001 Wheelan Ct
Bakersfield, CA 93309 10 yr CalcHydrology_10_yr.xls
10.00
10.00
10.00
10.00
10.00
10.00
69
INLET SIZING CALCULATIONS
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Jun 22 2015
Catch Basin No. 4- 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)= 2.95
Highlighted
Q Total (cfs)= 2.95
Q Capt (cfs)= 2.95
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 5.83
Efficiency (%)= 100
Gutter Spread (ft)= 5.37
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, Jun 22 2015
Catch Basin No. 3- 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)= 2.00
Highlighted
Q Total (cfs)= 2.00
Q Capt (cfs)= 2.00
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 4.96
Efficiency (%)= 100
Gutter Spread (ft)= 4.49
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, Jun 22 2015
2' x 2' Christy U21 Box - Drainage Area 4
Drop Grate Inlet
Location= Sag
Curb Length (ft)= -0-
Throat Height (in)= -0-
Grate Area (sqft)= 3.00
Grate Width (ft)= 2.00
Grate Length (ft)= 2.00
Gutter
Slope, Sw (ft/ft)= 0.020
Slope, Sx (ft/ft)= 0.020
Local Depr (in)= 2.00
Gutter Width (ft)= 2.00
Gutter Slope (%)= -0-
Gutter n-value= -0-
Calculations
Compute by:Known Q
Q (cfs)= 0.46
Highlighted
Q Total (cfs)= 0.46
Q Capt (cfs)= 0.46
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 0.86
Efficiency (%)= 100
Gutter Spread (ft)= 9.15
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, Jun 22 2015
Catch Basin No. 2- 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)= 1.43
Highlighted
Q Total (cfs)= 1.43
Q Capt (cfs)= 1.43
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 4.36
Efficiency (%)= 100
Gutter Spread (ft)= 3.89
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, Jun 22 2015
Catch Basin No. 1- 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)= 0.77
Highlighted
Q Total (cfs)= 0.77
Q Capt (cfs)= 0.77
Q Bypass (cfs)= -0-
Depth at Inlet (in)= 3.56
Efficiency (%)= 100
Gutter Spread (ft)= 3.09
Gutter Vel (ft/s)= -0-
Bypass Spread (ft)= -0-
Bypass Depth (in)= -0-
HYDRAULIC CALCULATIONS
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DRAINAGE EXHIBITS
RITE AID (STORE # 6716-01)
BASIN SIZING CALCULATIONS
Provided Sump Capacity
Depth from Design Water Surface =9 feet
Abtm =Bottom Area of Sump 800 sq ft =0.02 acres
Amid =Half Depth Area of Sump 4,489 sq ft =0.10 acres
Atop =Area of Design Water Level 6,724 sq ft =0.15 acres
Prismoidal Formula: Volume = 1/6 x(Abtm+4Amid+Atop) x D
Volume = 1/6 x (0.02+0.41+0.15) x 9 = 1/6 x (0.58) x 9
Provided Sump Capacity =38,220 Cu. FT 0.88 AC-FT
Required Sump Capacity
TABLE OF RUNOFF COEFFICIENTS Rite-Aid C x A =
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 1.92 1.73
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 3.00 2.85
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 =4.58
Total Area Project Total
4.92 acres =Acres 4.92
Required Sump Capacity = 0.15 x C x A =0.15 X n C x A =0.69 AC-FT
Total Difference of 0.19 AC-FT AC-FT
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