HomeMy WebLinkAboutCT 16-09; 800 GRAND AVENUE; DRAINAGE STUDY; 2018-02-08/0D Cff&:(c
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DRAINAGE STUDY
800 GRAND AVENUE
(CONDOMINIUM SUBDIVISION)
CITY OF CARLSBAD
CT 16-09IRP 16-16
DWG 509-IA
GR2017-0072
Prepared for:
Edmond T. Shehab
IO Mckellar Mcgowan RE C IE 1PTI1E&3Gr
C
and Avenue, Suite C16
Carlsbad, CA 92008 FEB 12 2018 858-342-9725
LAND DEVELOPMNT
ENGINEERING Prepared by:
bhA. Inc
land planning, civil engineering, surveying
5115 Avenida Encinas, Suite L
arisbad, CA 92008-4387
(760) 931-8700
February 8 , 2018
W.O. 1026-1383-400
C T t( ..0c
TABLE OF CONTENTS
Chapter 1 - Discussion......................................................................................................................................3
VicinityMap..........................................................................................................................................3
Purposeand Scope................................................................................................................................4
Project Description...............................................................................................................................4
StudyMethod........................................................................................................................................6
Conclusions............................................................................................................................................9
Declaration of Responsible Charge ..................................................................................................10
Chapter2— Exhibits........................................................................................................................................11
Existing Condition Hydrology Map...................................................................................................11
Proposed Condition Hydrology Map................................................................................................11
Chapter 3 - Calculations ................................................................................................................................. 12
Existing Condition Hydrology Calculations......................................................................................12
100-Year Storm......................................................................................................................13
Proposed Condition Hydrology Calculations- Undetained ............................................................15
100-Year Storm......................................................................................................................16
Proposed Condition Hydrology Calculations- Detained.................................................................22
100-Year Storm......................................................................................................................23
Chapter4— Detention Routing.......................................................................................................................29
RationalMethod Hydrographs..........................................................................................................30
Stage-Storage & Stage-Discharge Relationships.............................................................................34
Biofiltration Basin Outlet Detail.......................................................................................................36
Storage Basin Hydrograph Routing Models ....................................................................................37
Chapter5— References....................................................................................................................................45
Methodology- Rational Method Peak Flow Determination ........................................................... 45
800 GRANd AVEUNE CT 16-09/RP 16-16
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bI1A,inc.
CHAPTER 1
DISCUSSION
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAcjE Siudy
VICINITY MAP
U
800 GRANd AVEUNE CT 16M9/RP 16-16
- DRAiNAcjE Siudy bhA,Inc
PURPOSE AND SCOPE
I The purpose of this report is to publish the results of hydrology and hydraulic computer
analysis for the proposed 800 Grand Avenue Condominiums in the City of Carlsbad. The
I scope of this study is to analyze the results of existing and developed condition hydrology
calculations and provide recommendations as to the design and size of various hydraulic
systems considered as mitigation of any potential adverse effects of the proposed project.
I The mitigation measures proposed will include detention calculations and sizing to
attenuate the effects of development on storm water discharge. Storms of 100-year
I frequencies will be analyzed. Information contained in this report will be referred to for
the purpose of sizing treatment facilities as proposed in the associated Storm Water
Quality Management Plan.
PROJECT DESCRIPTION
The 800 Grand Avenue project is a 0.96-acre project that inludes the development of a
multi-unit apartment complex with underground parking. The project is located at 800
Grand Avenue, at the northwest corner of the intersection of Hope Avenue and Grand
Avenue, in the City of Carlsbad.
The project drains to one (1) Point of Compliance (POC) located to the southwest corner
of the project site.
- Treatment of storm water runoff from the site has been addressed in a separate report-
"Priority Development Project (PDP) Storm Water Quality Management Plan (SWQMP)
I for 800 Grand Avenue" by BHA.
Per County of San Diego drainage criteria, the Modified Rational Method should be used
to determine peak flowrates when the contributing drainage area is less than 1.0 square
mile.
Pre-Development Conditions
U The existing site is approximately 0.96 acres and has been previously graded per plan MS
05-02. The site currently includes three commercial buildings and a parking lot. Storm
I flows affecting the site are limited to the rainfall that lands directly on the property.
Surface runoff sheet flows south across the impervious parking lot to Grand Avenue. The
I drainage totals approximately 5.2 cfs. Runoff that drains to Grand Avenue will be
conveyed southwest via existing curb and gutter to the storm drain system on Grand
I
Avenue. Approximately 100% of the existing site is impervious.
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAcjE STudy bl-iA, Inc.
The on-site soil classification is Type-B from USGS Web Soil Survey.
Post-Development Conditions
Storm water runoff from the proposed project site is routed to a single POC located at the
southwest of the project site. The proposed drainage pattern will be similar to the existing
drainage pattern with some modifications to incorporate Best Management Practices
(BMPs) into the project design to mimic the impacts on storm water runoff and quality.
Approximately 87% of the developed site will be impervious.
Runoff from the developed project site is drained to two (2) onsite biofiltration basins for
water quality purposes (the project is not subject to hydromodification requirements).
Once flows are routed via the proposed Water Quality-BMPs (WQ-BMPs), all flows are
then conveyed via storm drain to the aforementioned POC.
Roof drains will collect runoff from the proposed building and discharge into the proposed
I biofiltration basins, BMP-1A and BMP-1B located between the southerly property line and
the proposed building. The biofiltration basins will provide stormwater treatment and flow
detention. Treated water will discharge via storm drain pipes to proposed curb outlets onto I Grand Avenue.
I Runoff from the concrete sidewalk area will intercepted by a private storm drain system
and conveyed to sump pump pits located underneath the garage. The sump pump pits will
be sized as a cistern to store the volume from a 60-minute, 100-year storm event. Trench
I drains within the underground garage will also collect miscellaneous storm water runoff
and will convey flow to the sump pump pits. Sump pumps will pump storm water runoff to
I the biofiltration basins for treatment based at a maximum of 0.35 cubic feet per second
(155 gallons per minute). At this rate the drawdown time of the underground vault is 3.9
hours, less than 96 hours. For stormwater runoff greater than a 60-minute, 100-year storm
I event, a backup pump will start automatically to empty the sump pump pit.
I The proposed drainage patterns will not alter the existing flow pattern and will discharge
from the site at the historic discharge location.
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800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAcIESTUdY A.0 I nc. 6L
STUDY METHOD
I The method of analysis was based on the Rational Method according to the San Diego
County Hydrology Manual (SD HM). The Hydrology and Hydraulic Analysis were done
I
on Hydro Soft by Advanced Engineering Software 2013. The study considers the runoff for
a 100-year storm frequency.
I Methodology used for the computation of design rainfall events, runoff coefficients, and
rainfall intensity values are consistent with criteria set forth in the "2003 County of San
I
Diego Drainage Design Manual." A more detailed explanation of methodology used for
this analysis is listed in Chapter 5 - References of this report.
I Drainage basin areas were determined from the topography and proposed grades shown
on the Tentative Map for this site and County of San Diego 200-Scale Topography Maps.
I The Rational Method provided the following variable coefficients:
I Rainfall Intensity - Initial time of concentration (Ta) values based on Table 3-2 of the SD
HM. Rainfall Isopluvial Maps from the SD HM were used to determine P6 for 100-year
I
storm, see References.
RickRat Hydro was used to perform Rational Method hydrographs. The design storm
I pattern is based on the County of San Diego Intensity-Duration Design Chart. The chart
uses the following equation to relate the intensity (I) of the storm to the time of
I
concentration (Tc):
Rainfall Intensity = I = 7.44x(P6)x(T) 0.645
P6 for 100-year storm =2.66"
1 In accordance with the County of San Diego standards, runoff coefficients were based on
land use and soil type. The soil conditions used in this study are consistent with Type-B soil
I qualities. An appropriate runoff coefficient (C) for each type of land use in the subarea was
selected from Table 3-1 of SD HM and multiplied by the percentage of total area (A)
included in that class. The sum of the products for all land uses is the weighted runoff
I coefficient ([CA]).
I The Proposed Condition Hydrology Exhibit shows the proposed on-site drainage system,
on-site subareas, and nodal points. Table 1 summarizes the composite C-values calculated
I
in the existing and proposed conditions.
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAqE Siudy bkA, Inc. VA
TABLE 1 - Weighted Runoff Coefficient Calculations
Existing Hydrology- 800 Grand Avenue
Up Node Down Node Total Acreage C Ai (acres) C A2 (acres) awnp
1 3 0.96 0.25 0.00 0.87 0.96 0.87
Proposed Hydrology- 800 Grand Avenue
Up Node Down Node Total Acreage Ci Al (acres) C2 A2 (acres) Ccomp
1 8 0.44 0.25 0.04 0.87 0.40 0.82
11 18 0.47 0.25 0.04 0.87 0.43 0.82
9 8 0.03 0.25 0.02 0.87 0.003 0.32
19 1 18 1 0.03 0.25 0.02 0.87 0.003 0.32
Note: C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent with on-site existing soil types. See
The developed condition peak flows calculated using the modified rational method were
then routed through the biofiltration basins on the project site in AES. The detention
routing analyzes existing and developed condition 100-year peak flowrates at the
biofiltration basins, and ensures that post-development peak flow is less than or equal to
pre-development peak flow for the 6-hour 100-year storm event at the project's point of
compliance (POC-1). The AES Retarding Basin Routing results are summarized in Table
2.
TABLE 2-Summary of Detention Basin Routing
WQ BMP
100 Year Peek
Inflow (cfs)
100 Year Peak
Outflow (cfs)
Basin Depth
(ft)
BMP-1A 2.53 1.58 0.26
BMP-1B 2.70 1.60 0.35
Rational Method analysis input was used to determine an inflow hydrograph using the 2/3's
1/3 distribution as detailed on pages 4-2 and 4-3 of the 2003 County of San Diego
Hydrology Manual. The time of concentration (Tc) used for the construction of these
hydrographs was rounded to the nearest time interval. The peak flow remains as per the
modified rational method analysis and is not reduced (or increased) from this hydrograph
development accordingly. RickRat Hydro was used to perform Rational Method
I hydrographs.
I
Additionally, as the biofiltration basins are multiple purpose water quality and detention
BMPs, there is available storage provided in the biofiltration layers of the basins- namely
the engineered fill soil layer and the underlying gravel base layer. As AES uses an
I elevation-storage-discharge function to model the basin volume (stage-storage) and basin
discharge (stage-discharge) relationships, the available storage volume provided by these
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAINAqE STUdY bi-IA, Inc.
aforementioned sub-layers is accounted for by reducing the total sub-basin volume by the
corresponding void ratio for each layer (0.4 for gravel and 0.2 for soil respectively).
Rational method hydrographs, stage-storage, stage-discharge relationships and AES model
output is provided in Chapter 4 of this report.
CONCLUSIONS
Table 3 summarizes the pre and post-development drainage areas and resultant 100-year
peak flow rates at POC-1 from the project site.
TABLE 3— Summary of Peak Flow Results for POC-1
Area
contributing Pre Dev Area Pre Dev Peak Post Dev area Post Dev Peak
to (a cres) flow (cfs) flow (cfs)
POC-1 0.96 5.17 0.96 3.29
As shown in the above table, the development of the 800 Grand Avenue project will result
in a net decrease of peak flow discharged from the project site by approximately 1.9 cfs.
The proposed drainage basin matches the existing drainage basin in terms of overall area
and drainage conditions. Drainage patterns reflected on the Proposed Condition
Hydrology Exhibit will decrease the total developed runoff due to a decrease in impervious
surfaces. By increasing the overall time of concentration and implementing biofiltration
basins, the rate of discharge between the existing condition and the developed condition
can be directly discharged from the site without any further handling.
All developed runoff will receive water quality treatment in accordance with the site
specific SWQMP. The required treatment areas are based on the City of Carlsbad BMP
Design Manual.
Peak flow rates listed above were generated based on criteria set forth in "San Diego
County Hydrology Manual" (methodology presented in Chapter 5 of this report). Rational
method output is located in Chapter 3. The hydraulic calculations show that the proposed
storm drain facilities can sufficiently convey the anticipated Qioo flowrate without any
I
adverse effects. Based on this conclusion, runoff released from the proposed project site
will be unlikely to cause any adverse impact to downstream water bodies or existing habitat
integrity. Sediment will likely be reduced upon site development.
I
800 GRANd AVEUNE CT 16-09IRP 16-16
DRAiNAqE Siudy bhA, Inc. 9
DECLARATION OF RESPONSIBLE CHARGE
I hereby declare that I am the Engineer of Work for this project, that I have exercised
responsible charge over the design of the project as defined in section 6703 of the business
and professions code, and that the design is consistent with current standards.
- &
I understand that the check of project drawings and specifications by the City of Y-Kta is
confined to a review only and does not relieve me, as Engineer of Work, of my
responsibilities for project design.
Ronald Holloway Date
R.C.E. 29271
rjFESSj0
coo
zI No. 29271 J '.4
OP C vs
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I 800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAcjE STudy bI1A,IflC:11()
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I CHAPTER 2
EXHIBITS
I Existing Condition Hydrology Map
I &
Proposed Condition Hydrology Map
I
1
I
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I
800 GRANd AVEUNE CT 1609/RP 16-16
, Inc.pjT
PROPOSED CONDITIONHYDROLOGYMAP
800 GRAND A VENUE
_0 - * - 000 ............ -
----a '9
_ •..
CT 16- 09/RP 16- 16
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PROJECT CHARACTERISTICS
PARCEL AREA . 0.96 ACRES
APN 203-202-18
SOIL TYPE B
DEPTH TO GROUND WA TER > 20 FEET
I iT1
Thri
L
LEGEND SYMBOL
/ SURFACE NODE
/ SURFACE FLOW, 100-YEAR I I / t / BASIN AREA
RUNOFF COEFFICIENT C=0.82
BASIN BOUNDARY
I BASIN SUB-BOUNDARY - - - - -
I /7( PROPERTY LINE
IiQ --------- FLOW PATH
IF I PROPOSED CONCRETE SIDEWALK I
PROPOSED BIOFILTRA77ON BASIN I + + + + + + I
rT 'l L'JJJ WEIGHTED RUNOFF COEFFICIENT TABLE:
Proposed Hydrology- 800 Grand Avenue
Up Node Down Node Total Acreage Ci Al (acres) C2 A2 (acres) Ccomp
1 8 0.44 0.25 0.04 0.87 0.40 0.82
11 18 0.47 0.25 0.04 0.87 0.43 0.82
\ \\
\
°
9 1 8 1 0.03 0.25 0.02 0.87 0.003 0.32
19 1 18 1 0.03 1 0.25 1 0.02 0.87 1 0.003 0.32
/ / \)
/N ----
/
(CAS)\\ (GAS) [ Note C-values taken from Table 3-1 of San Diego County Hydrology Manual, cons istentwith on-site existingsoil
types See References
0
il
0 0 o
-
*000
--- B I
-•
(w)
'SUMMARY OF PEAK FLOW RESULTS FOR POC-1
AREA - PRE DEV. PRE-DEV. - POST 0EV. P05 T-DE V.
CONTRIBUTING AREA (ACRES) PEAK FLOW AREA (ACRES) PEAK FLOW
TO: (C,c-5) (CFS)
DIV'_1 5 17 OQF 1 J.29 VV) VV) -.----.-.--.• 1 /7 ,'-,%-. I ',...-'-,
/
- 025' v- (TG) 24"x24- BROOKS
ADD PEA GRAVEL, SEAL 1
1-DOWNSPOUT / CA TCH BASIN W/R/W
TOP WITH EPDXY/LINER- J BMP FOOTPRINT GRA TED INLET
\ FGSHOWN I 12" THICK CONCRETE BASEMENT I ON PLA RETAINING WALL AS SHOWN ON SPLASH THE STRUCTURAL PLANS PAD 1.2':=PLANTING$ (BUILDING PERMIT #PC2017-0049) - i ----------------- v--- --------- T TQ' ----i' -1 I *30 MIL LINER NOTE 30-MIL IMPERMEABLE LINER FOR BIORETENT/ON
2(MUL Clj! LA YER CONFORM TO THE FOLLOWING SPECIFICATIONS. SPECIFIC GRA VI TY 4" PVC DRAINAGE PIPE
FROM (ASTM D792): 1.2 (C/CC, MIN.); TENSILE (ASTM 0882): 73 SUMP PUMP.
SEE MEP F11 H I- PVC PIPE SLEEVE-MIN ONE LB//N- WID TH, MIN,), ELONGATION AT BREAK 'AS TM D882)
A ICIAWDTk ItI
BMP FOOTPRINT
BASIN PROPOSED BASIN
AREA
BMP-1A 485 SF
BMP-1B 485 SF
IMPERMEABLE LINER
(SIDES AND BO MHf
4 10'____AGREGA 7E STORAGE LA ? -
30 MIL 6 PERFORA
0 0 IMPERMEABLE PVC PIPE
0 LINER*
4 '-3 RETAINING WALL
4
BIOFILTRATION BASIN SECTION
N.1S.
20' 10' 0' 20' 40' 60'
SCALE: 1" 20'
PR OPOSED CONDITION
HYDR OLOG Y MAP
bhxinc. 800 GRAND A VENUE
land pDnnng, cM1 engjhieerllng, suveybg A T) T (T) A T A
/ SIZE LARGER THE PIPE DIA. MIN), MUUULU. (/1 IM ucz): .2'U (LIJ7IIV VYILI Ill, Mliv.); /-lVU I/-li
/ STRENGTH (ASTM 01004): 8 (LB//N, MIN); SEAM SHEAR STRENGTH
/ (A S TM 0882) 58.4 (LB/IN, MIN); SEAM PEEL STRENGTH (A S TM 0882)
15 (LB//N, IN).
SEE COLORADO LINING INTERNATIONAL PVC 30
H TTP: //WWW. COL ORADOLINING. COM/PRODUC TS/P VC. PDF) OR
0 APPROVED EQUAL.
6.5" MIN PER D-27
18.5' OF 3" PVC
D/D.0 i) I fl orp n_7 I II i.. I • (J.0 I £_I % L_. .
6-3 RETAINING WALL
5115 AVENIDA ENCINAS
SUITE "L"
CARLSBAD, CA. 92008-4387
(760) 931-8700
PROJECT CHARACTERISTICS
PARCEL AREA 0.96 ACRES
APN 203-202-18
SOIL TYPE B
DEP TH TO GROUND WA TER > 20 FEET
LEGEND SYMBOL
SURFACE NODE 1
SURFA CE FLOW, 100 YEAR 0.73
BASIN AREA
RUNOFF COEFFICIENT C=0 87
BASIN BOUNDARY
BASIN SUB-BOUNDARY - - - - -
PROPERTY LINE
FLOW PATH
SUMMARY OF PRE-DEVELOPMENT
PEAK FLOWS
AREA PRE-DEVEL OPMEN T PRE-DEVEL OPMEN T
CON TRIBU TING TO: AREA (A CRES) PEAK FLOW (CFS)
POC-1 0.96 5.17
20' 10' 0' 20' 40' 60'
SCALE 1" = 20'
EXISTING CONDITION
HYDROLOGYMAP
bhA,inc, 800 GRAND A VENUE
sand pnnng civil engineering, surveying
5115 AVENIDA ENCINAS CARLSBAA CA
SUITE "L"
CARLSBAD, CA 92008-4387
GTJ6-09/RP16-16 SHEET 1 OF 1
CHPATER 3
CALCULATIONS
Existing Condition Hydrology Calculations
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAqE STudy blh
I 100 YEAR STORM
I ............................... ... -11 .......
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985, 1981 HYDROLOGY MANUAL
(c) Copyright 1982-2012 Advanced Engineering Software (aes)
Ver. 19.0 Release Date: 06/01/2012 License ID 1459
Analysis prepared by:
BHA Inc ' 5115 Avenida Encinas, Suite L
Carlsbad CA 92008
I ************************** DESCRIPTION OF STUDY
* Existing Hydrology Study, 100 Year Storm *
* 800 Grand Avenue *
* *
I
**************************************************************************
FILE NAME: 1383EXG.DAT
TIME/DATE OF STUDY: 11:14 10/12/2016
I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------------
2003 SAN DIEGO MANUAL CRITERIA
I USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.600
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
I SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
SAN DIEGO HYDROLOGY MANUAL 'C'-VALUES USED FOR RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS
*USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
I HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE! WAY (FT) (FT) (FT) (FT) (n)
I l 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
Relative Flow-Depth = 0.00 FEET
I as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
(Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
I
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21
---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8700
I S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 71.00
UPSTREAM ELEVATION(FEET) = 61.30
I
DOWNSTREAM ELEVATION(FEET) = 61.10
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAE Siudy
ELEVATION DIFFERENCE(FEET) = 0.20
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.688
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH = 50.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.48
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.48
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 51 ----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 61.10 DOWNSTREAM(FEET) = 58.60
CHANNEL LENGTH THRU SUBAREA(FEET) = 256.00 CHANNEL SLOPE = 0.0098
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.187
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8700
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.88
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.97
AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 2.17
Tc(MIN.) = 5.86
SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 4.74
AREA-AVERAGE RUNOFF COEFFICIENT = 0.870
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 5.17
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 2.49
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 327.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 5.86
PEAK FLOW RATE(CFS) = 5.17 ---------------
END OF RATIONAL METHOD ANALYSIS
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAE Siudy bhA Inc. r 14
CHAPTER 3
CALCULATIONS
U Proposed Condition Hydrology Calculations - Undetained
I
I
I
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAcjE STudy bhA. Inc.
100 YEAR STORM
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2012 Advanced Engineering Software (aes)
Ver. 19.0 Release Date: 06/01/2012 License ID 1459
Analysis prepared by:
BHA Inc
5115 Avenida Encinas, Suite L
Carlsbad CA 92008
I
************************** DESCRIPTION OF STUDY **************************
* Proposed Hydrology Study, 100 Year Storm *
* 800 Grand Avenue *
* Undetained *
I
**************************************************************************
------------------------------------------------------------------
FILE NAME: 1383P100.DAT
TIME/DATE OF STUDY: 16:01 07/24/2017
I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------------
2003 SAN DIEGO MANUAL CRITERIA
I USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.660
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
I
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS
*USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
I HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
I l 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
Relative Flow-Depth = 0.00 FEET
I as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
(Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
I
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21
---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8200
I S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 30.00
UPSTREAM ELEVATION(FEET) = 61.00
U
DOWNSTREAM ELEVATION(FEET) = 59.00
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAqE Siudy
I
ELEVATION DIFFERENCE(FEET) = 2.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.467
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.46
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.46
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 53.30 DOWNSTREAM(FEET) 52.72
FLOW LENGTH(FEET) = 58.50 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.57
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.46
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 1.74
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 88.50 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8200
SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.40
TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.86
TC(MIN.) = 1.74
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 52.50 DOWNSTREAM(FEET) = 52.30
FLOW LENGTH(FEET) = 17.50 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.43
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.86
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 1.81
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 106.00 FEET.
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAM(FEET) = 60.15
FLOW LENGTH(FEET) = 37.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.11
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAqE STudy
I
I
I
I
PIPE-FLOW(CFS) = 0.86
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 1.96
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 143.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 7.00 TO NODE 6.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Ta = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8200
SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 1.67
TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 2.53
TC(MIN.) = 1.96
****************************************************************************
FLOW PROCESS FROM NODE 6.00 TO NODE 8.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 57.65 DOWNSTREAM(FEET) = 57.45
FLOW LENGTH(FEET) = 18.50 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.67
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.53
PIPE TRAVEL TINE(MIN.) = 0.05 Tc(MIN.) = 2.01
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 161.50 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 9.00 TO NODE 8.00 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Ta = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .3200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7881
SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.07
TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 2.60
TC(MIN.) = 2.01
Li
****************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 10 ----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
1
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8200
I
S.C.S. CURVE NUMBER (AMC II) = 0
800 GRANd AVEUNE CT 16-09/RP 16-16
- DRAiNAqE Siudy jflCf8
INITIAL SUBAREA FLOW-LENGTH(FEET) = 30.00
UPSTREAM ELEVATION(FEET) = 63.00
DOWNSTREAM ELEVATION(FEET) = 62.00
ELEVATION DIFFERENCE(FEET) = 1.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.848
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.46
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.46
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 53.33 DOWNSTREAM(FEET) = 51.65
FLOW LENGTH(FEET) = 58.60 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.31
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.46
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 2.03
LONGEST FLOWPATH FROM NODE 11.00 TO NODE 13.00 = 88.60 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 13.00 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8200
SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.40
TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.86
TC(MIN.) = 2.03
FLOW PROCESS FROM NODE 14.10 TO NODE 13.00 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON To = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8200
SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.17
TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 1.03
TC(MIN.) = 2.03
I FLOW PROCESS FROM NODE 13.00 TO NODE 15.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 51.25 DOWNSTREAM(FEET) = 51.07
I
FLOW LENGTH(FEET) = 17.50 MANNING'S N = 0.011
800 GRANd AVEUNE CT 16M9/RP 16-16
- DRAiNAqE STudy bIlA, I nc.f'i
I
I
I
I DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.46
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES =
I PIPE-FLOW(CFS) = 1.03
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) 2.10
LONGEST FLOWPATH FROM NODE 11.00 TO NODE 15.00 = 106.10 FEET.
I
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 64.25 DOWNSTREAM(FEET) = 63.40
FLOW LENGTH(FEET) = 37.00 MANNING'S N = 0.011
I DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.99
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.03
I PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 2.20
LONGEST FLOWPATH FROM NODE 11.00 TO NODE 16.00 = 143.10 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 16.00 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8200
SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 1.67
TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 2.70
TC(MIN.)
= 2.20
****************************************************************************
FLOW PROCESS FROM NODE 16.00 TO NODE 18.00 IS CODE = 31
I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 60.90 DOWNSTREAM(FEET) = 60.73 I FLOW LENGTH(FEET) = 18.60 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.39
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 I PIPE-FLOW(CFS) = 2.70
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 2.26
LONGEST FLOWPATH FROM NODE 11.00 TO NODE 18.00 = 161.70 FEET.
I ** **************************************************************************
FLOW PROCESS FROM NODE 19.00 TO NODE 18.00 IS CODE = 81
I >>>>>ADDITION
----------------------------------------------------------------------------
OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
I *USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .3200
S.C.S. CURVE NUMBER (AMC II) = 0
-AVERAGE RUNOFF COEFFICIENT = 0.7900
I
AREA
800 GRANd AVEUNE CT 16-09/RP 16-16
• DRAiNACjE Siudy bhA Inc 20
I SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.07
TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 2.77
I
TC(MIN.) = 2.26
****************************************************************************
FLOW PROCESS FROM NODE 18.00 TO NODE 8.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM
RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.77 2.26 7.008 0.50
LONGEST FLOWPATH FROM NODE 11.00 TO NODE 8.00 = 161.70 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Ta INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
i
2.60 2.01 7.008 0.47
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 161.50 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Ta INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.06 2.01 7.008
2 5.36 2.26 7.008
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 5.36 Tc(MIN.) = 2.26
TOTAL AREA(ACRES) = 1.0
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 2.26
PEAK FLOW RATE(CFS) = 5.36
= END OF RATIONAL METHOD ANALYSIS
I
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAqE STUdY bIlA, Inc
CHAPTER 3
CALCULATIONS
Proposed Condition Hydrology Calculations - Detained
I
I
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNACjE STudy bhA, Inc.
100 YEAR STORM
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985, 1981 HYDROLOGY MANUAL
(c) Copyright 1982-2012 Advanced Engineering Software (aes)
Ver. 19.0 Release Date: 06/01/2012 License ID 1459
Analysis prepared by:
BHA Inc
5115 Avenida Encinas, Suite L
Carlsbad CA 92008
I
************************** DESCRIPTION OF STUDY **************************
* Proposed Hydrology Study, 100 Year Storm *
* 800 Grand Avenue *
* Detained *
I
**************************************************************************
FILE NAME: 1383P100.DAT
TIME/DATE OF STUDY: 08:36 07/25/2017
I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------------
I
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.660
SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
I SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
SAN DIEGO HYDROLOGY MANUAL 'C"-VALUES USED FOR RATIONAL METHOD
NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS
*USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
I HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (ET) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
I i 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
Relative Flow-Depth = 0.00 FEET
I as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
(Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
I
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21
---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8200
I S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 30.00
UPSTREAM ELEVATION(FEET) = 61.00
I
DOWNSTREAM ELEVATION(FEET) = 59.00
800 GRANd AVEUNE CT 16-09/RP 16-16
i DRAiNAcjE STudy bk,Inr
ELEVATION DIFFERENCE(FEET) = 2.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.467
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.46
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.46
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 53.30 DOWNSTREAM(FEET) = 52.72
FLOW LENGTH(FEET) = 58.50 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.57
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.46
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 1.74
LONGEST FLOWPATFI FROM NODE 1.00 TO NODE 3.00 = 88.50 FEET.
FLOW PROCESS FROM NODE 4.00 TO NODE 3.00 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8200
SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.40
TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.86
TC(MIN.) = 1.74
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 52.50 DOWNSTREAM(FEET) = 52.30
FLOW LENGTH(FEET) = 17.50 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.43
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.86
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 1.81
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 106.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAM(FEET) = 60.15
FLOW LENGTH(FEET) = 37.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.11
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAcjE Siudy bhA. Inc.
I PIPE-FLOW(CFS) = 0.86
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 1.96
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 143.00 FEET.
I ****************************************************************************
FLOW PROCESS FROM NODE 7.00 TO NODE 6.00 IS CODE = 81
I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
I *USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8200
I SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 1.67
TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 2.53
TC(MIN.) = 1.96
****************************************************************************
FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 7 ----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.01
TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 1.58
****************************************************************************
FLOW PROCESS FROM NODE 6.00 TO NODE 8.00 IS CODE = 31
I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 57.65 DOWNSTREAM(FEET) = 57.45
I FLOW LENGTH(FEET) = 18.50 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.98
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
I PIPE-FLOW(CFS) = 1.58
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 5.06
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 161.50 FEET.
I FLOW PROCESS FROM NODE 9.00 TO NODE 8.00 IS CODE = 81
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.953
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .3200
I S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.5001
SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.07
TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 1.63
I TC(MIN.) = 5.06
****************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 10 ----------------------------------------------------- I >>>>>MAIN-STREAN MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
800 GRANd AVEUNE CT 16-09/RP 16-16
i DRAiNAcjE Siudy bkA, Inc.
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 30.00
UPSTREAM ELEVATION(FEET) = 63.00
DOWNSTREAM ELEVATION(FEET) = 62.00
ELEVATION DIFFERENCE(FEET) = 1.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.848
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.46
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.46
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 53.33 DOWNSTREAM(FEET) = 51.65
FLOW LENGTH(FEET) = 58.60 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.31
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.46
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 2.03
LONGEST FLOWPATH FROM NODE 11.00 TO NODE 13.00 = 88.60 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 13.00 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8200
SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.40
TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.86
TC(MIN.) = 2.03
****************************************************************************
FLOW PROCESS FROM NODE 14.10 TO NODE 13.00 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8200
SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.17
TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 1.03
TC(MIN.) = 2.03
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAE STudy
-
bI-IAnc1-
****************************************************************************
FLOW PROCESS FROM NODE 13.00 TO NODE 15.00 IS CODE = 31
I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 51.25 DOWNSTREAM(FEET) = 51.07
I FLOW LENGTH(FEET) = 17.50 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.46
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
I PIPE-FLOW(CFS) = 1.03
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 2.10
LONGEST FLOWPATH FROM NODE 11.00 TO NODE 15.00 = 106.10 FEET.
I FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 64.25 DOWNSTREAM(FEET) = 63.40
FLOW LENGTH(FEET) = 37.00 MANNING'S N = 0.011
I DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.99
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.03
U PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 2.20
LONGEST FLOWFATH FROM NODE 11.00 TO NODE 16.00 = 143.10 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 16.00 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.008
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .8200
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8200
SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 1.67
TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 2.70
TC(MIN.) = 2.20
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
I TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.01
TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 1.60
****************************************************************************
I FLOW PROCESS FROM NODE 16.00 TO NODE 18.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
I
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 60.90 DOWNSTREAM(FEET) = 60.73
FLOW LENGTH(FEET) = 18.60 MANNING'S N = 0.011
I
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.5 INCHES
800 GRANd AVEUNE CT 16.09/RP 16-16
I PIPE-FLOW VELOCITY(FEET/SEC.) = 4.65
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.60
I PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.07
LONGEST FLOWPATH FROM NODE 11.00 TO NODE 18.00 = 161.70 FEET.
****************************************************************************
I FLOW PROCESS FROM NODE 19.00 TO NODE 18.00 IS CODE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.949
*USER SPECIFIED(SUBAREA):
USER-SPECIFIED RUNOFF COEFFICIENT = .3200
S.C.S. CURVE NUMBER (AMC II) = 0
I AREA-AVERAGE RUNOFF COEFFICIENT = 0.4758
SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.07
TOTAL AREA(ACRES) 0.5 TOTAL RUNOFF(CFS) = 1.65
I
TC(MIN.) = 5.07
FLOW PROCESS FROM NODE 18.00 TO NODE 8.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
I STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.65 5.07 6.949 0.50
I
LONGEST FLOWPATH FROM NODE 11.00 TO NODE 8.00 = 161.70 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
I l 1.63 5.06 6.953 0.47
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 161.50 FEET.
** PEAK FLOW RATE TABLE **
I STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 3.29 5.06 6.953
2 3.29 5.07 6.949
I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.29 Tc(MIN.) = 5.07
TOTAL AREA(ACRES) = 1.0
I END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 5.07
PEAK FLOW RATE(CFS) = 3.29
I =
END OF RATIONAL METHOD ANALYSIS
I
I
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAE STudy
CHAPTER 4
DETENTION ROUTING
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAcjE STudy
I
Rational Method Hydrograph
for
BMP-1A
RATIONAL METHOD HY DROGRAP H PROGRAM
COPYRIGHT 1992 2001 RICK ENGINEERING COMPANY
RUN DATE 7/24/2017
HYDROGRAPH FILE NAME Texti
TIME OF CONCENTRATION 5 MIN
6 HOUR RAINFALL 2.66 INCHES
BASIN AREA 0.44 ACRES
RUNOFF COEFFICIENT 082
PEAK DISCHARGE 253 CFS
TIME (MIN).= 0 DISC HARQE (CFS) 0
TIME (MIN)z 5.. DISCHARGE (CFS) = 0.1
TIME (MIN) = 10 DISCHARGE (CFS) = 0.1
TIME (MIN) = 15 DISCHARGE (CFS) = 0.1
TIME (MIN) = 20 DISCHARGE (CFS) = 0.1
TIME (MIN) = 25 DISCHARGE (CFS) = 0.1
TIME (MIN) = 30 DISCHARGE (CFS) = 0.1
TIME (MIN) = 35 DISCHARGE (CFS) = 0.1
TIME (MIN) = 40 DISCHARGE (CFS) = 0.1
TIME (MIN)= 4.5 DISCHARGE (CFS) 0.1
TIM E(MIN)= 50 DISCHARGE(CFS)= 0.1
TIME (MIN)= 55 DISCHARGE(CFS) = 0.1
TIME (MIN) = 60 DISCHARGE (CFS) = 0.1
TIME (MIN)= 65 DISCHARGE (CFS) = 0.1
TIME (MIN) = 70 DISCHARGE (CFS) = 0.1
TIME(MIN)= 75 DISCHARGE (CFS) = 0.1
TIME (MIN) = 80 DISCHARGE (CFS) = 0.1
TIME(MIN)= 85 DISCHARGE (CFS) = 0.1
TIME(MIN) = 90 DISCHARGE (CFS) = 0.1'
TIME (MIN) = 95 DISCHARGE (CFS) = 0.1
TIME (MIN) = 100 DISCHARGE (CFS) = 0.1
TIME (MIN) '= 105 DISCHARGE (CFS) = 0.1
TIME (MIN)= 110 DISCHARGE (CFS) = 0.1
TIME (MIN)= 115 DISCHARGE(CFS)= 01
TIME (MIN) = 120 DISCHARGE (CFS) = Q. 1
TIME (MIN) = 125 DISCHARGE (CFS) = 0 1
TIME(MIN) = 1.30 DISCHARGE (CFS)-_, 01
TIME (MIN) = 135 DISCHARGE (CFS) = 0 1
TIME (MIN) = 140 DISCHARGE (CFS) = 0 1
TIME (MIN) ..= 145 DISCHARGE (CFS) = 0 1
TIME (MIN)= 150 DISCHARGE (CFS) = 0.1
TIME (MIN)•= 155 DISCHARGE (CFS) = 0.1
TIME (MIN) = 160 DISCHARGE (CFS) = 0.1
TIME (MIN) = 165 DISCHARGE (CFS) = 0.1
TIME (MIN) = 170 DISCHARGE (CFS) = 0.1
TIME (MJN)= 175 DISCHARGE(CFS)= 0.1
TIME (MIN) = 180 DISCHARGE (CFS) = 0 1
800 GRANd AVEUNE CT 16-09/RP 1616
I
I
I
[
DRAiNAcjE STudy
TIME (MIN)= 185 DISCHARGE (CFS)= 0.1
TIME (MIN) = 190 DISCHARGE (CFS) = 0.1
TIME (MIN) = 195 DISCHARGE (CFS) = 0.2
TIME(MIN)= 200 DISCHARGE (CFS) = 02
TIME(MIN)= 205 DISCHARGE (CFS)= 02
TIME (MIN)= 210 DISCHARGE (CFS) = 02
TIME (MIN) = 215 DISCHARGE (CFS) = 0.2
TIME (MIN) = 220 DISCHARGE (CFS) = 0.2
TIME (MIN)= 225 DISCHARGE. (CFS)= 03
TIME (MIN) = 230 DISCHARGE (CFS) = 0.3
TIME (MIN) = 235 DISCHARGE (CFS) = 0.5
TIME(MIN)= 240 DISCHARGE (CFS) = 0.7
TIME (MIN) = 245 DISCHARGE (CFS) = 2.53'
TIME (MIN) = 250 DISCHARGE (CFS) = 0.4
TIME (MIN) = 255 DISCHARGE (CFS) = 0.3
TIME (MIN)= 260 DISCHARGE (CFS)= 0.2
TIME (MIN):= 265 DISCHARGE CFS) = 0.2
TIME (MIN.= 270 DISCHARGE (CFS) = 0.2
TIME (MIN) ::= 275 DISCHARGE (CFS) = 0.1
TIME (MIN)= 280 DISCHARGE .CFS) = 0.1
TIME (MIN)= 285 DISCHARGE (CFS) = 0.1
TtME(MIN)= 290 DISCHARGE (CFS)= 01
TIME (MIN) = 295 DISCHARGE (CFS) = 0.1
TIME(MIN)= 300 DISCHARGE (CFS)= 01
TIME (MIN) = 305 DISCHARGE (CFS) = 0.1
TIME (MIN)= 310 DISCHARGE (CFS) = 01
TIME (MIN)= 315 DISCHARGE (CFS)= 01
TIME (MIN) = 320 DISCHARGE (CFS) = 0.1
TIME (MIN)= 325 DISCHARGE (CFS) = 0.1
TIME (MIN) = 330 DISCHARGE (CFS) = 0.1
TIME (MIN) = 335 DISCHARGE (CFS) = 0 1
TIME (MIN) 340 DISCHARGE (CFS) = 0.1
TIME(MIN)= 345 DISCHARG E (CFS) = 01
TIME (MI.N) = 350 DISCHARGE (CFS) = 0.1
TIME (MIN) = 355 DISCHARGE (CFS) = 0.1
TIME (MIN) = 360 DISCHARGE (CFS) = 0.1
TIME(MIN)= 365 DISCHARGE(CFS)= 0
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAqE Siudy
Rational Method Hydrograph
for
BMP-1B
I
RATIONAL METHOD HYDROGRAPH PROGRAM
COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY
RUN DATE 7i24017
HYDROGRAPH FILE NAME Texti
TIME OF CONCENTRATION 5 MIN
6HOUR RAINFALL 2.66 INCHES
BASIN AREA 0.47 ACRES
RUNOFF COEFFICIENT 0.82
PEAK DISCHARGE 2.7 •CFS
TIME (MIN)= 0 DISCHARGE (CFS)= 0
TIME (MIN)= 5 DISCHARGE (CFS) 0.1
TIME (MIN)= 10 DISCHARGE (CFS) ,= 0 1
TIME(MIN)= 15 DISC HARGE(CFS)= 01
TIME (MIN) = 20 DISCHARGE (CFS) = 0.1
TIME(MIN)= 25 DISCHARGE (CFS)= 0.1
TIME (MIN)= 30 DISCHARGE (CFS)= 01
TIME(MIN)= 35 DISCHARGE (CFS) = 0.1
TIME (MIN) = 40 DISCHARGE (CFS) = 0.1
TIME (MIN)= 4.5 JDISCHARGE (CFS= 01
TIME (MIN) = 50 DISCHARGE (CFS) = 0.1
TIME (MI NI)= 55 DISCHARGE (CFS) = 0.1
TIME(MIN)= 60 DISCHARGE (CFS)= 01
TIME(MN)= 65 DISCHARGE (CFS) = 01
TIME (MIN) = 70 DISCHARGE (CFS) = 0.1
TIME (MIN) = 75 DISCHARGE (CFS) = 0,1
TIME (MtN)= 80 DISCHARGE(CFS)= 01
TIME (MIN)= 85 DISCHARGE (CFS) 0.1
TIM E(MIN)= 90 DISCHARGE (CFS)-_ 0.1
TIME (MIN)= 95 DISCHARGE (CFS) = 0.1
TIME (MIN)= 100 DISCHARGE(CFS)= 0.1
TIME (MIN)= 105 DISC HARGECFS)= 0.1
TIME (MIN ),= 110 DISCHARGE (CFS) = 0.1
TIME (MI.N) = 11.5 DISCHARGE (CFS) = 0.1
TIME (MI NY. = 120 DISCHARGE (CFS) = 0.1.1
TIME (MIN) = 125 DISCHARGE (CFS) = 0.1
TIME (MIN) = 130 DISCHARGE (CFS,) :.=. 0.1
TIME (MIN) = 135 DISCHARGE (CFS) = 0.1
TIME (MIN) = 140 DISCHARGE (CFS) = 0.1
TIME (MIN) = 145 DISCHARGE (CFS) = 0 1
TIME (MIN)= 150 DISCHARGE (CFS) 0.1
TIME (MIN) = 1.5 DISCHARGE (CFS)= 0.1
TIME (MIN)= 160 DISCHARGE (CFS)= 0.1
TIME (MIN) = 165 DISCHARGE (CFS) = .0. 1
TIME (MIN= 170: DISCHARGE (CFS) = 0.1
TIME (MIN) = 175 DISCHARGE (CFS):- 0.1
TIME (MIN) = 180 DISCHARGE (CFS) = 0 A-
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAcjE Siucly
L
I
I
I
bhA, Inc. r
I
TIME (MIN) = 185 DISCHARGE (CFS) = 0.2
TIME (MIN) = 190 DISCHARGE (CFS) = 0.2
TIME(MIN)= 195 DISCHARGE (CFS)= 0.2
TIME (MIN) = 200 DISCHARGE (CFS) = 0.2
TIME (MIN) ,= 205 DISCHARGE (CFS) = 0.2
TIME (MIN) = 2'10 DISCHARGE (CFS) = 0.2
TIME (MIN)= 215 DISCHARGE (CFS) 0.2
TIME (MIN) = 220 DISCHARGE (CFS) 0.3
TIME (MIN)= 225 DISCHARGE (CFS) 0.3
TIME (MIN) = 230 DISCHARGE (CFS) = 0.4
TIME (MIN) = 235: DISCHARGE (CFS) 0.5
TIME (MIN) = 240 DISCHARGE (CFS) = 0.8
TIME (MIN) = 245 DISCHARGE (CFS) = 2.7
TIME (MIN)= 250. DISCHARGE (CFS) 0.4
TIME (MIN) = 255 DISCHARGE (CFS) = 0.3
TIME (MIN)= 260 DISCHARGE (CFS) 0.2
TIME (MIN) = 265 DISCHARGE (CFS) = 0.2
TIME (MIN) = 270 DISCHARGE (CFS) = 0.2
TIME (MIN) = 2.5, DISCHARGE (CFS) = 0.1'
TIM E(MIN) = 280 DISCHARGE (CFS) = 0.1
TIME.(MIN) = 285 DISCHARGE (CFS) = 0.1
TIM E(MIN)= 290 DISCHARGE (CFS) = 0.1
TIME (MIN) = 295 DISCHARGE (CFS) = 0.1
TIME (MIN)= 300, DISCHARGE (CFS) = 0..1
TIME (MIN) = 305 DISCHARGE (CFS) = 0.1
TIME (MIN)= 310 DISCHARGE (CFS) = 0.1
TIME (MIN)= 315 DISCHARGE(CFS)= 0.1
TIME (MIN) = 320 DISCHARGE (CFS) ;= 0.1'
TIME (MIN) = 325 DISCHARGE (CFS) .= 0.1
TIM E(MIN), 330: DISCHARGE(CFS) = 01
TIME (MIN) = 335 DISCHARGE (CFS) = 0.1
TIME (MIN) 340 DISCHARGE (CFS) = 0.1
TIME (MIN)= 345 DISCHARGE (CF-3) = 0.1
TIME (MIN)= 350 DISCHARGE (CFS) = 0.1
TIME (MIN.)= 355 DISCHARGE (CFS) = 0.1
TIME (MIN) = 360 DISCHARGE (CFS) = 0.1.
TIME(MI.N) = 365 DISCHARGE. (CFS)= 0
I
I
I
I 800 GRANd AVEUNE CT 16,09/RP 16-16
DRAiNAcjE STUdY bhA, Inc. rjj
STAGE-STORAGE & STAGE-DISCHARGE RELATIONSHIPS
Detention Flow Results Summary. 100 Year
Basin QJN Qour AQ Max Depth (ft)
BMP 1A 2.53 1.58 0.95 0.26
BMP lB 2.70 1.6 1.1 0.35
Capacity of 6-dia Draindown Pipe
Using standard submerged Orifice Flow Equation (6-12) Q=C0A(2gH)05
Basin Depth (ft)
Orifice Size Diameter Coefficient Head (ft)
Area (si)
°.dra (cfs) (1)
Dia (ft)
0.00 0.5000 0.19635 0.603 2.50 1.502
0.10 0.5000 0.19635 0.603 2.60 1.532
0.20 0.5000 0.19635 0.603 2.70 1.561
0.30 0.5000 0.19635 0.603 2.80 1.590
0.40 0.5000 0.19635 0.603 2.90 1.618
0.50 0.5000 0.19635 0.603 3.00 1.646
0.60 0.5000 0.19635 0.603 3.10 1.673
0.70 0.5000 0.19635 0.603 3.20 1.700
0.80 0.5000 0.19635 0.603 3.30 1.726
0.83 0.5000 0.19635 0.603 3.33 1.735
0.90 0.5000 0.19635 0.603 3.40 1.752
1.00 0.5000 0.19635 0.603 3.50 1.778
1.10 0.5000 0.19635 0.603 3.60 1.803
1.20 1 0.5000 1 0.19635 1 0.603 1 3.70 1 1.828
Overflow Capacity of 24"x24" Brooks Catch Basin Overflow
Using Sharp Crested Weir Formula equation (5-10) Q=CLH15 where Coefficient is
3.3 (Brater and King)
Basin Depth (ft) Coefficient Weir Length H (It) Q(cfs)
0.83 3.3 8 0.000 0.000
0.90 3.3 8 0.167 1.796
1.00 3.3 8 0.267 3.635
1.10 3.3 8 0.367 5.862
120 3.3 8 0.467 8.416
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAqE STudy bhA. Inc.
Depth vs. Storage and Discharge Information
ABMP(sf)= 861
Volume (ft') Basin Depth (ft) Volume acre ft Outflow (cfs)
545.3 0.00 0.013 1.502
633.5 0.10 0.015 1.532
725.7 0.20 0.017 1.561
822.1 0.30 0.019 1.590
922.5 0.40 0.021 1.618
1027.1 0.50 0.024 1.646
1135.7 0.60 0.026 1.673
1248.5 0.70 0.029 1.700
1365.3 0.80 0.031 1.726
1404.8 0.83 0.032 1.735
1486.3 0.90 0.034 3.548
1611.3 1.00 0.037 5.413
1740.5 1.10 0.040 7.664
1873.7 1.20 0.043 10.244
Total Storage in Soil Media**
**assuming 40% Void Ratio in Gravel Layer and 20% Void Ratio in
Engineered Soil Layer (typical value)
Drawdown calculator:
Flow through orifice plate governs drain-down flow:
1405 Basin Volume @ 10" Depth (ft):
1.735 0 of 6.0" orifice plate at 10" Basin Depth
0.22 Drawdown Time (hrs) < 36 1
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAcjE STudy
I
I BIOFILTRATION BASIN OUTLET DETAIL
I
I
I
I
I 8DII/ = 0.25 (70) 245r24 1.SPOOKS flSP0UT ADD PEA CRAfA. SEAL 1-DOY CATCH BASIN w/ R/W TOP WmWm EPDXY/UNER—. BA/PFV6MRWT CPA lED B/lET
12 lE/ICK CONCRETE BASEMENT I 41\ I jiPF URAL . PAD' 1.2' LAN71NOS 02017-0049)
8 SEE MEEP FOR DETAILS —.PVC PIPE RiFW-MIN. -ONE
#4PERMEA&E LINER -MEDIA 1:
ZF'
SIZE LARGER THE PIPE DIAL
(SIVES AND
MIN PER D-27
'MFORA TO 78.5 OF J Pt'V ,1O NIL IMPERMEABLE PV PIPE PIPE 0 7.0% PER Dv-27
LINER-"—CS RETAINING WALL I I '—C-3 RE74/N/NG WALL
• BIOF1LTRAT)ON WIN
ACES
30 NIL LINER NO 1E' 30-NIL IMPERMEABLE LiNER FOR 510REJEN170N
CCWFORM 70 11/C FryLoMNo 51'ECYF1CA 170N5 SPECIRC CPA WTY (Asm/ I 0792): 1.2 (0/CC U/N); 1ENSJLE (AS1M 0882): 73 ( N-MOTH, U/N):
ELONGA lION AT BPCAJ( (AS TM 0882): 380 (9 MIN); MODULUS (AS1M 0882)'
30 (LB/IN- V4D IN, MIN.); AND lEAN SIRENCIII (A$JM 01004) 8 (LB/IN,
MIII): SEAM S//EAR SPIEPG71I (ASIM 0882) 58.4 (L8ft. NIP); SEAM PEEL
S7REN017I (ASTM 0882) 15 (LB/IN, IN).
SEE COLORADO LININC IN7ERNA11ONAL PVC 30 I
I
HTW //i$WCOLORAOWN/N&CORA'RCSIAICTS,PVCPOF) OR APPROVED EQUAL
I
I
I
800 GRANd AVEUNE CT 16-09/RP 16-16
i DRAiNAjE STudy bi-IA, Inc.rt
I STORAGE BASIN HYDROGRAPH ROUTING MODELS
****************************************************************************
1 HYDRAULICS ELEMENTS - II PROGRAM PACKAGE
STORAGE BASIN HYDROGRAPH ROUTING MODEL
****************************************************************************
I (c) Copyright 1983-2013 Advanced Engineering Software (aes)
Ver. 20.0 Release Date: 06/01/2013 License ID 1459
Analysis prepared by:
I BHA Inc
5115 Avenida Encinas, Suite L
Carlsbad CA 92008
* ** * ** ** kk ** ** ** ** DESCRIPTION OF STUDY ** ** * ** ** * ** ** ** ** * ** ** ***
* Unit-Hydrograph Storage Basin Routing *
I * 800 Grand Avenue *
* BMP-1A
**************************************************************************
*
I ----------------------------------------------------------------------------
FILE NAME: 1383BMP1.DAT
TIME/DATE OF STUDY: 16:51 07/24/2017
ENTERED INFORMATION:
I TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 74
CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 6.000
ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00
I ENTERED INFLOW HYDROGRAPH ORDINATES(CFS):
*INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW *
* NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) *
I * 1: 0.00* 2: 0.10* 0.10*
* 4: 0.10* 5: 0.10* 6: 0.10*
* 7: 0.10* 8: 0.10* 9: 0.10*
* 10: 0.10* 11 0.10* 12: 0.10*
I * 13: 0.10* 14: 0.10* 15: 0.10*
* 16: 0.10* 17: 0.10* 18: 0.10*
* 19: 0.10* 20: 0.10* 21: 0.10*
* 22: 0.10* 23: 0.10* 24: 0.10*
I * 25: 0.10* 26: 0.10* 27: 0.10*
* 28: 0.10* 29: 0.10* 30: 0.10*
* 31: 0.10* 32: 0.10* 33: 0.10*
* 34: 0.10* 35: 0.10* 36: 0.10*
I * 37: 0.10* 38: 0.10* 39: 0.10*
* 40: 0.20* 41: 0.20* 42: 0.20*
* 43: 0.20* 44: 0.20* 45: 0.20*
* 46: 0.30* 47: 0.30* 48: 0.50k
I * 49: 0.70* 50: 2.53* 51: 0.40*
* 52: 0.30* 53: 0.20* 0.20*
* 55: 0.20* 56: 0.10* 57: 0.10*
* 58: 0.10* 59: 0.10* 60: 0.10*
I * 61: 0.10* 62: 0.10* 63: 0.10*
* 64: 0.10* 65: 0.10* 66: 0.10*
* 67: 0.10* 68: 0.10* 69: 0.10*
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* 70: 0.10* 71: 0.10*
* 73: 0.10* 74: 0.00*
72: 0.10*
DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION:
800 GRANd AVEUNE CT 16-09/RP 1616
• DRAiNAclE Siudy
GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME
I TIME INFLOW OUTFLOW STORAGE
(HOURS) (CFS) (CFS) (ACRE -FT) 0. 1. 1. 2.
0.10 0.00 0.00 0.000 0 .
[BASIN DEPTH(FEET) = 0.00]
I 0.20 0.10 0.06 0.001 01 .
[BASIN DEPTH(FEET) = 0.01]
0.30 0.10 0.08 0.001 .0 .
[BASIN DEPTH(FEET) = 0.011 I 0.40 0.10 0.09 0.001 .0 .
[BASIN DEPTH(FEET) = 0.011
0.50 0.10 0.10 0.001 .0 .
I
[BASIN DEPTH(FEET) = 0.011 0.60 0.10 0.10 0.001 .0 .
[BASIN DEPTH(FEET) = 0.011
0.70 0.10 0.10 0.001 .0 .
I [BASIN DEPTH(FEET) = 0.011 0.80 0.10 0.10 0.001 .0 .
[BASIN DEPTH(FEET) = 0.011
0.90 0.10 0.10 0.001 .0 .
I [BASIN DEPTH(FEET) = 0.01] 1 .00 0.10 0.10 0.001 .0 .
[BASIN DEPTH(FEET) = 0.011
0.10 0.10 0.001 .0 .
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1.10
800 GRANd AVEUNE CT 16-09/RP 16-16
- DRAiNAcjE Siudy
3.
-----------------------------------------------------
TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 7
*BASIN_DEPTH STORAGE OUTFLOW **BASIN_DEPTH STORAGE OUTFLOW *
* (FEET) (ACRE-FEET) (CFS) ** I (FEET) (ACRE-FEET) (CFS) *
* 0.000 0.000 0.000** 0.200 0.017 1.561*
* 0.400 0.021 1.618** 0.600 0.026 1.673*
* 0.800 0.031 1.726** 1.000 0.037 5.413*
* 1.200 0.043 10.244** I ****************************************************************************
----------------------------------------------------------------------------
INITIAL BASIN DEPTH(FEET) = 0.00
INITIAL BASIN STORAGE(ACRE-FEET) = I 0.00
INITIAL BASIN OUTFLOW(CFS) = 0.00
---------------------------------------------------------------------------- I BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES:
INTERVAL (S_O*DT/2} {S+O*DT/2}
NUMBER (ACRE-FEET) (ACRE-FEET)
0.00000 0.00000
I
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2 0.01055 0.02345
3 0.01431 0.02769
4 0.01909 0.03291
5 0.02387 0.03813
6 0.01463 0.05937 I 7 0.00067 0.08533
WHERE S=STORAGE(AF) ;O=OUTFLOW(AF/MIN.) ;DT=UNIT(MIN.) ----------------------------------------------------
*UNITHYDROGRAPH STORAGE-BASIN ROUTING*
NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES
OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE
AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL.
I
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1
[BASIN DEPTH(FEET) = 0.011
1.20 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
1.30 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
1.40 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
1.50 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.01]
1.60 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
1.70 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
1.80 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.01]
1.90 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
2.00 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.01]
2.10 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
2.20 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
2.30 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.01]
2.40 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
2.50 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.01]
2.60 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
2.70 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
2.80 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
2.90 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
3.00 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
3.10 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
3.20 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.01]
3.30 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
3.40 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
3.50 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
3.60 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
3.70 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
3.80 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.01]
3.90 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
4.00 0.20 0.16 0.002 .01 . .
[BASIN DEPTH(FEET) = 0.021
4.10 0.20 0.18 0.002 . 0 . .
[BASIN DEPTH(FEET) = 0.021
4.20 0.20 0.19 0.002 . 0 . .
[BASIN DEPTH(FEET) = 0.02]
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAE STudy
I 4.30 0.20 0.20 0.002 . 0 . .
[BASIN DEPTH(FEET) = 0.031
4.40 0.20 0.20 0.002 . 0 . .
[BASIN DEPTH(FEET) = 0.031 4.50 I 0.20 0.20 0.002 . 0 . .
[BASIN DEPTH(FEET) = 0.031
4.60 0.30 0.25 0.003 . 0 . .
[BASIN DEPTH(FEET) = 0.031 4.70 I 0.30 0.28 0.003 . 0 . .
[BASIN DEPTH(FEET) = 0.041
4.80 0.50 0.40 0.004 . 01 . .
[BASIN DEPTH(FEET) = 0.051 4.90 I 0.70 0.57 0.006 . 01 .
[BASIN DEPTH(FEET) = 0.071
[5 0O2 5 i58 Th 018
I (BASIN PEET) =
5.10 0.40 1.00 0.011 . I . 0 .
[BASIN DEPTH(FEET) = 0.131
5.20 0.30 0.61 0.007 . I 0. .
[BASIN I DEPTH(FEET) = 0.081
5.30 0.20 0.39 0.004 . I 0 . .
[BASIN DEPTH(FEET) = 0.051
5.40 0.20 0.28 0.003 . 10 . .
[BASIN I DEPTH(FEET) = 0.041
5.50 0.20 0.24 0.003 . 10 . .
[BASIN DEPTH(FEET) = 0.031
5.60 0.10 0.16 0.002 .10 . .
[BASIN I DEPTH(FEET) = 0.021
5.70 0.10 0.13 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.021
5.80 0.10 0.11 0.001 .0 . .
[BASIN I DEPTH(FEET) = 0.01]
5.90 0.10 0.11 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.01]
6.00 0.10 0.10 0.001 .0 . .
[BASIN I DEPTH(FEET) = 0.011
6.10 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.01]
6.20 0.10 0.10 0.001 .0 . .
[BASIN I DEPTH(FEET) = 0.01]
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800 GRANd AVEUNE CT 16-09/RP 16-16
I
DRAiNAqE Siudy bliA, Inc.
I
****************************************************************************
HYDRAULICS ELEMENTS - II PROGRAM PACKAGE
STORAGE BASIN HYDROGRAPH ROUTING MODEL
(c) Copyright 1983-2013 Advanced Engineering Software (aes)
Ver. 20.0 Release Date: 06/01/2013 License ID 1459
Analysis prepared by:
BHA Inc
5115 Avenida Encinas, Suite L
Carlsbad CA 92008
* * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * *
* Unit-Hydrograph Storage Basin Routing *
* 800 Grand Avenue *
* BMP-1B *
**************************************************************************
FILE NAME: 1383BMP1.DAT
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 16:58 07/24/2017
ENTERED INFORMATION:
TOTAL NUMBER
----------------------------------------------------------------------------
OF INFLOW HYDROGRAPH INTERVALS = 74
CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 6.000
ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ----------------------------------------------------------------------------
ENTERED INFLOW HYDROGRAPH ORDINATES (CFS):
*INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW *
* NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) *
* 1: 0.00* 2: 0.10* 3: 0.10*
* 4: 0.10* 5: 0.10* 6: 0.10*
* 7: 0.10* 8: 0.10* 9: 0.10*
* 10: 0.10* 11: 0.10* 12: 0.10*
* 13: 0.10* 14: 0.10* 15: 0.10*
* 16: 0.10* 17: 0.10* 18: 0.10*
* 19: 0.10* 20: 0.10* 21: 0.10*
* 22: 0.10* 23: 0.10* 24: 0.10*
* 25: 0.10* 26: 0.10* 27: 0.10*
* 28: 0.10* 29: 0.10* 30: 0.10*
* 31: 0.10* 32: 0.10* 33: 0.10*
* 34: 0.10* 35: 0.10* 36: 0.10*
* 37: 0.10* 38: 0.20* 39: 0.20*
* 40: 0.20* 41: 0.20* 42: 0.20*
* 43: 0.20* 44: 0.20* 45: 0.30*
* 46: 0.30* 47: 0.40* 48: 0.50*
* 49: 0.80* 50: 2.70* 51: 0.40*
* 52: 0.30* 53: 0.20* 54: 0.20*
* 55: 0.20* 56: 0.10* 57: 0.10*
* 58: 0.10* 59: 0.10* 60: 0.10*
* 61: 0.10* 62: 0.10* 63: 0.10*
* 64: 0.10* 65: 0.10* 66: 0.10*
* 67: 0.10* 68: 0.10* 69: 0.10*
* 70: 0.10* 71: 0.10* 72: 0.10*
* 73: 0.10* 74: 0.00*
DEPTH-VS.-STORAGE AND DEPTH -VS.-DISCHARGE INFORMATION:
TOTAL NUMBER OF BASIN DEPTH
----------------------------------------------------------------------------
INFORMATION ENTRIES = 7
800 GRANd AVEUNE CT 16-09/RP 16.16
DRAiNAqE STudy
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------ ----- ------- *BASIN_DEPTH STORAGE OUTFLOW **BASINDEPTH _ STORAGE OUTFLOW *
* (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) *
0.200 0.017 1.561*
*
0.000 0.000 0.000**
* 0.400 0.021 1.618** 0.600 0.026 1.673*
* 0.800 0.031 1.726** 1.000 0.037 5.413*
* 1.200 0.043 10.244**
I INITIAL BASIN DEPTH(FEET) = 0.00
INITIAL BASIN STORAGE(ACRE-FEET) = 0.00
INITIAL BASIN OUTFLOW(CFS) = 0.00 ----------------------------------------------------------------------------
------------------------------------------------------------------------
BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES:
INTERVAL
{S_o*DT/2} (5+O*DT/2)
NUMBER (ACRE-FEET) (ACRE-FEET)
1 0.00000 0.00000
2 0.01055 0.02345
3
0.01431 0.02769
4 0.01909 0.03291
5 0.02387 0.03813
6 0.01463 0.05937
7 0.00067 0.08533
WHERE S=STORAGE(AF) ;O=OUTFLOW(AF/MIN.) ;DT=UNIT(MIN.) ----------------------------------------------------
*UNIT_HYDROGRAPH STORAGE-BASIN ROUTING*
I NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES
OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE
AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL.
1 GRAPH NOTATION: "I"=MEAN UNIT INFLOW; 'O'=OUTFLOW AT GIVEN TIME --------------------------------------------------------------------
TIME INFLOW OUTFLOW STORAGE
(HOURS) (CFS) (CFS) (ACRE-FT) 0. 1. 1. 2.
I 0.10 0.00 0.00 0.000 0 .
[BASIN DEPTH(FEET) = 0.001
0.20 0.10 0.06 0.001 01 .
[BASIN DEPTH(FEET) = 0.011
I 0.30 0.10 0.08 0.001 01 .
[BASIN DEPTH(FEET) = 0.011
0.40 0.10 0.09 0.001 .0 .
[BASIN DEPTH(FEET) = 0.01]
I 0.50 0.10 0.10 0.001 .0 .
[BASIN DEPTH(FEET) = 0.011
0.60 0.10 0.10 0.001 .0 .
[BASIN DEPTH(FEET) = 0.01]
I 0.70 0.10 0.10 0.001 .0 .
[BASIN DEPTH(FEET) = 0.01]
0.80 0.10 0.10 0.001 .0 .
[BASIN DEPTH(FEET) = 0.011
I 0.90 0.10 0.10 0.001 .0 .
[BASIN DEPTH(FEET) = 0.011
1.00 0.10 0.10 0.001 .0 .
[BASIN DEPTH(FEET) = 0.011
I 1 .10 0.10 0.10 0.001 .0 .
[BASIN DEPTH(FEET) = 0.011
0.10 0.10 0.001 .0 .
I
1.20
800 GRANd AVEUNE CT 16-09/RP 16-16
• DRAiNAcjE STudy
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[BASIN DEPTH(FEET) = 0.011
1.30 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
1.40 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
1.50 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
1.60 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.01]
1.70 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.01]
1.80 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.01]
1.90 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.01]
2.00 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
2.10 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
2.20 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
2.30 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
2.40 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
2.50 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
2.60 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.01]
2.70 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.01]
2.80 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.01]
2.90 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
3.00 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
3.10 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.01]
3.20 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
3.30 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
3.40 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.01]
3.50 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
3.60 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.01]
3.70 0.10 0.10 0.001 .0
[BASIN DEPTH(FEET) = 0.011
3.80 0.20 0.16 0.002 .01
[BASIN DEPTH(FEET) = 0.021
3.90 0.20 0.18 0.002 . 0
[BASIN DEPTH(FEET) = 0.021
4.00 0.20 0.19 0.002 . 0
[BASIN DEPTH(FEET) = 0.021
4.10 0.20 0.20 0.002 . 0
[BASIN DEPTH(FEET) = 0.031
4.20 0.20 0.20 0.002 . 0
[BASIN DEPTH(FEET) = 0.031
4.30 0.20 0.20 0.002 . 0
[BASIN DEPTH(FEET) = 0.033
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAINAqE STudy bhA, Inc.
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4.40 0.20 0.20 0.002 . 0 .
[BASIN DEPTH(FEET) = 0.031
4.50 0.30 0.25 0.003 . 0 .
[BASIN DEPTH(FEET) = 0.03]
4.60 0.30 0.28 0.003 . 0 .
[BASIN DEPTH(FEET) = 0.041
4.70 0.40 0.35 0.004 . 0 .
[BASIN DEPTH(FEET) = 0.041
4.80 0.50 0.43 0.005 . 0 .
[BASIN DEPTH(FEET) = 0.061
4.90 0.80 0.63 0.007 . 0.1 .
IBASIN DEPTH(FEET) 0.081
2.70
[BAS IN DEPI ii
5.10 0.40 i.±1 0.012 . I . 0 .
[BASIN DEPTH(FEET) = 0.141
5.20 0.30 0.66 0.007 . I 0. .
[BASIN DEPTH(FEET) = 0.091
5.30 0.20 0.41 0.004 . I 0 . .
[BASIN DEPTH(FEET) = 0.051
5.40 0.20 0.29 0.003 . 10 . .
[BASIN DEPTH(FEET) = 0.041
5.50 0.20 0.24 0.003 . 0 . .
[BASIN DEPTH(FEET) = 0.031
5.60 0.10 0.16 0.002 .0 . .
[BASIN DEPTH(FEET) = 0.021
5.70 0.10 0.13 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.021
5.80 0.10 0.11 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
5.90 0.10 0.11 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
6.00 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.01]
6.10 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.01]
6.20 0.10 0.10 0.001 .0 . .
[BASIN DEPTH(FEET) = 0.011
800 GRANd AVEUNE CT 16-09/RP 16-16
DRAiNAqE STudy
CHAPTER 5
I REFERENCES
Methodology - Rational Method Peak Flow Determination
F
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1 800 GRANd AVEUNE CT 16-09/RP 16-16
IDRAiNAE STUdY bkA, Inc. 1 45
2* Al- ~A
NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES: CA
Progress Reports Data description
FAQ
Glossary Data type: ryp t o:iipth 'i Units: I'cit) \' Time series type 'Parlill ' rat o /
f'ieoipiliir: . Select location 1- requnflt,
Data Server I) Manually:
GtS Grids
Maps a) By location (decimal degrees use -" for S and SI) Latitude r Longitude Suhm(tj
Time Sore . ------ ............-............---------... ... ...........................
b) By station (fist of CA stations):- Select stotCin V
Do,leutv c)By address [ Performan-
Probat,tc' Vax.nur'r 2) Use map (if ESRI interactive map snot loading fry adding the host https:tlis.arcgis.coeil to the tnewatt or contact us at Ni'- quevii.3rN ii'noaa j..-.
Pre.ipt.licl,
Document t'. 't -
- .........................
Cynthia lii a) Select location Misvettaeeovv
. 9.' Tenant I i Move cr055hair or double click
Pobticatiniiv .J 7)
Stern Aiiaiyniv Kntat0n Ave.- 6) Click on station icon
Retord F1r-.-p,W0,,n Show stations on map
7 Si,atfuu.ttn,
tsqoivn ,. t orrinsu Dl L.uieni Di Location information:
List--ser,v Name- Carlsbad California USA
C
v
.53<'
too5
Latitude: 331633
Longitude: -tt7 345t
Elevation: hO 64 n
tIe <"C
Source ESRt Maps
** Source USGS
POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
NOAA Atlas 14, Volume 6, Version 2
PF tabular
PDS-based precipitation frequency estimates with 90% confidence intervals (in inches)'
Av(iaoerecurrelite niervul 9ea11 oration I 2 5 10 25 50 too 200 500 1000
0.137 0.173 [o 224 0.268 0.333 [i386 0.443 0.505 0.597 0.674 rein (0 t t5 0 t641 (0 td6 02081 [ IS too o 2701 10223 S 326) j (0267 0 4th) L (0302 0 497) (0338-0586) (0374 0689) (0423 08511 (0460-0,997)
F--o.-1-96---]F--o.248-1 0.321 1 0385 0.477 0.553 0.634 0.724 0.856 0.966 tO -rein (0 165-0 235) (0 209 S 298) (0269 0387) (0320 0468) (0382 0 601) (0433 0 712) (0 484 0840) (0 537 0908) (0606 t 22) (0 660 I 431
0.237 0.300 0.389 0.465 0.577 0.668 0.767 0.876 1.03 1.17 -rein (0.199 02841 (0252 0 36t) (0326 04681 10307 0 566) 10462 07271 (0 524 0862) (0 586 I Oil (0 649 120) (0733 148) (0798 t 73)
1 0.335 0425 0.550 0.659 0.816 0.946 1.09 1.24 1.47 1.65
10202 0402) 0357 0011) (0 461 0663) (0 547 0801) (d 614 t 03) (0 741 t 22) 1 (0829 t 44) 1 (0 918 169) 004 2091 (1 13 244)
0.450 0.570 0.738 0.883 1.10 1.27 1.46 1.66 1.96 2.22 rein (0 378 0540) 10479 06651 1 (0 618 0609) 1 (0734 t07) 1 (0 877 t 38) (0 994 164) 1 (1 11 193) 1 (t23 227) (139 280) 1 (1 51 328)
0.606 - 0754 0960 1.14 1.40 1.61 1.84 2.09 2.45 2.75 2r (0510 0727) (O 634 0906) (0 B05 1t6( (0945 138) (1t2 176) (1 26 207) 1140 2431 (1 54 264) (1 74 349) (1 88 407)
1 0.710
10598 0052)
0.882
1 (0 741 t 06)
1.12
1 (0936 I 35)
1.32
l. )t tO 1 61)
1.61
1 (t 29 200)
1.85
t 45 239)
2.11
1 (1 61 279)
2.38
1 (t 77 325)
2.78
(1 97 307)
3.12
1 (2 13 4 6t)
0.911 114 144 - 1.70 2.06 2.35 2.66 2.99 3.45 3.82
(0767 1 09) 1 (0 955 1 37) 1 (1 21 t 74) (1 41 207) 1 It 65 2 60) (1 85 304) 1 (200 352) 1 (2 2t 407) 1 (2 44 492) 1 (261 566)
125, 1.141 1.45 tOG - 2.20 267 3.03 3.40 3.78 - 4.31 4.72
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San Diego County Hydrology Manual Section; 3 Date: June 2003 Page: 6of26
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient "C"
Soil Type
NRCS Elements County Elements % IMPER. A B C D
unaisiuroeu jaturai .t errarn jaturai rerrnanent open space 0.20 0.25 0.30 0.35
Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41
Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46
Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49
Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52
Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57
Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60
Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63
High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71
High Density Residential (FIDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79
Commercial/Industrial (N. Corn) Neighborhood Commercial 80 0.76 0.77 0.78 0.79
Commercial/Industrial (G. Corn) General Commercial 85 0.80 0.80 0.81 0.82
Commercial/Industrial (O.P. Corn) Office Professional/Commercial 90 0.83 0.84 0.84 0.85
Commercial/Industrial (Limited 1.) Limited Industrial 90 0.83 0.84 0.84 0.85
Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87
*The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff
coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area
is located in Cleveland National Forest).
DU/A dwelling units per acre
NRCS National Resources Conservation Service
3-6
San Diego County Hydrology Manual Section: 3
Date: June 2003 Page: 5 of 26
C = 0.90 x (% Impervious) + C, x (1 - % Impervious)
Where: C = Pervious Coefficient Runoff Value for the soil type (shown in
Table 3-1 as Undisturbed Natural Terrain/Permanent Open Space,
0% Impervious). Soil type can be determined from the soil type map
provided in Appendix A.
The values in Table 3-1 are typical for most urban areas. However, if the basin contains rural
or agricultural land use, parks, golf courses, or other types of nonurban land use that are
expected to be permanent, the appropriate value should be selected based upon the soil and
cover and approved by the local agency.
3-s
Hydrologic Soil Group—San Diego County Area, California
.1; .'.•.*( 1;.77wi1*.7n1, 1677-IC C:.,.,C, .tRfl1f, 4(,777('. .11..'7111; I777fl'..11.77/C If
3394eN
C
JY 9'47N
467467 -U464 467677 41731J 4776X3 467700 467713 167727467737 467'4fl1i7751D 1 7746 467773 161146 4
Map:
-
Meters N 0 10 20 40 60
0 40 80 160
:
240
Map projection: Web Mercator Corner coordinates WGS84 Edge tics: UTM Zone uN WGS84
usDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
-- -445 IN
1(79T' 16/810
8
b
6
8/19/2016
Page 1 of 4
Hydrologic Soil Group—San Diego County Area, California
MAP LEGEND MAP INFORMATION
Area of Interest (AOl)
Area of Interest (AOl)
Soils
Soil Rating Polygons
AID
• B/D
LuG
CID
Not rated or not available
Soil Rating Lines
A
... AID
.,. B
# B/D
.,..— C
- C/D
..- D
- - Not rated or not available
Soil Rating Points
• A
• AID
• B
• BID
c The soil surveys that comprise your AOl were mapped at 1:24000
C/D Warning: Soil Map may not be valid at this scale.
D Enlargement of maps beyond the scale of mapping can cause
o Not rated or not available misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting Water Features soils that could have been shown at a more detailed scale
Streams and Canals .. . -.
Transportation Please rely on the bar scale on each map sheet for map
i-*-4 Rails measurements.
Interstate Highways Source of Map: Natural Resources Conservation Service
Web Soil Survey URL httpi//websoilsurvey.nrcs.usda.gov
US Routes Coordinate System: Web Mercator (EPSG:3857)
Major Roads Maps from the Web Soil Survey are based on the Web Mercator
Local Roads projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Background Albers equal-area conic projection, should be used if more accurate
Aerial Photography 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: San Diego County Area, California
Survey Area Data Version 9, Sep 17, 2015
Soil map units are labeled (as space allows) for map scales 1 50,000
or larger.
Date(s) aerial images were photographed Nov 3, 2014—Nov 22,
2014
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.
USDA Natural Resources Web Soil Survey 8/19/2016
Conservation Service National Cooperative Soil Survey Page 2 of 4
Hydrologic Soil Group—San Diego County Area, California
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit - San Diego County Area, California (CA638)
Map unit symbol Map unit name Rating Acres in A01 Percent of AOl
MIC Marina loamy coarse B 1.2 100.0%
sand 2 to 9 percent
slopes
Totals for Area of Interest 1.21 100.0%
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 (AID, BID, and CID). 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.
I
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
I
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 (AID, B/D, or CID), the first letter is
I
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.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
8/19/2016
Page 3 of 4
Hydrologic Soil Group—San Diego County Area, California
I Tie-break Rule: Higher
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USDA Natural Resources Web Soil Survey 8/19/2016
I Conservation Service National Cooperative Soil Survey Page 4 of 4
- - - - - - - - - - - - - - - - - - -
2.,50% slope- Ir
100 30
.75
LL
ol
74 7 z 0
010'I
20
• _ ___ (
000 0 of
io
EXAMPLE:
Given: Watercourse Distance (0) 70 Feet
Slope (s)=1.3% 1.8 (1.1-c) - Runoff Coefficient (C)= 0.41
Overland Flow Time (T) = 9.5 Minutes
SOURCE: Airport Drainage, Federal Aviation AdministratIon, 1965
Rational Formula - Overland Time of Flow Nomograph
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EQUATION
AE Ii1.913\o.38s
Feet T
= -
sono Tc = Time of concentration (houi)
L = Watercourse Distance (miles)
°°° Ls.E = Change in elevation along
effective slope fine (See Figure 3-5) (feet)
3000 Tc
Hours Minutes
000 4 240
3 iso
1000
900
800 2 ______ 120
'WDO mo
90
500\\ - 00
400
1 :60
oo
\\so
200 40
L
\ Miles Feet —30
1c 4000 20
18
3000 16
50 14
40 2000 \\ 12
1-1800
1-1600 10 30 \ 9
I-1200 8
20 I.-.1000 —900 —800 6
1-700 5
10 F__Soo 4
F I —200
LiE L Ic
SOURCE: California Division of Highways (1941) and K4rpith (1940)
Nomograph for Determination of
Time of Concentration (Tc) or Travel Time (TI) for Natural Watersheds
F IG U R E
34
I I IIItyj.
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— — — --- U Ii • - __
__ MIMIAIMMOVA b~01-1 WA FA
Fmm __FAfim
A m I
IJ 1
WWIIW
AIIIIWL
_A__ MWAN
I .
AMR
YAWIII
-
- ii - __
MIVAN ME
_____ ____
mm
raiur____ I .11w
I 00112- IWAIN-mm
hKAMEN
:a W.
FIGURE
Gutter and Roadway Discharge - Velocity Chart 3-6
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EQUATION: V = 1.49 Rzf3 s½
ri
50
I.
0.2
10 3F
F40
0.15
.30
[ 0.4 0.01
0.10 1 0.09
0.08 E 0.5 '20 0.07
0.06 0.6
0.05 0.
1 .0.04 0.8
0.9
0.02
0.03
1.0 10
0.02
8 0.03
I'D C 87 .2
U) .6 (D0.04 0. c. o
U) . 0.009
0.01 2 ? Ne
r .E 10.008 0.05
W 0.007 4 I (0 0.06 O 0.006
3 Cl) 0.005 -J 0.07 >- 0.004O I
0.08
0.003 0.09
0.002 0.10
2
6
7
8
0.001 9
0.0009 110 0.0008 1.0 0.2
0.0007 0.9
0.0006 0.8
0.0005 0.7
C.0004 0.3
fr0.6
0.0003 20 105 0.4
GENERAL SOLUTION
SOURCE: USD01, FHWA, HDS-3 (1961)
FIGURE
Manning's Equation Nomograph 37
I San Diego:County Hydrology Manual Sectiolif. 3.
Date: June2003. . Page: 20 of 26
3.2 OEVELONN.G'INPUT DATA. FOR TRERATIONAL.METFOD
I This section describes the development, of the necessary..data to perfoxtp RM calculations.,
Section 3.3 describes the RN/I calculation process Input data for calculating peak flows and
1's with the RAT.should be developed as follows
I
I On a topographic base map, outline the overall drainage area boundary, showing
1 adjacent drains, existing and proposed drains, and overland flow paths
2 Verify the accuracy of the drainage map in the field
3 Divide the drainage area into subareas by locating significant points of interest These
I divisions should be based on topography, soil type and land use Ensure that an
appropriate, first. su, area . is. delineated. For 'nathral, areas; the first subarea: flow path
I length should be less than or equal to 4,000 feet plus the over flow length (Table
3-2). For developed areas, the initial, subarea flow path length should be cOnsistent
I with Table .3.2. The topography and slope within the initial subarea should be.
generally uniform
1 4. Working from. ipst.ream to downstream, assin a number répreenting each subarea in
the: drainage system to each point of interest Figure 3-8 provides guidelines. fornode'
I numbers for geographic information system (GIS)-based studies
Si .Meásure:.each subarea in the drainage area to determine its size in acres (A).
6 Determine the length and effective slope of the flow path in each subarea
I 7.. Identify the soil" type for each subarea.
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3-20
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Study Area SC .
U' I
Study Area LA
== MM - - - - - - - - - - mm - - -
Define Study Areas Define Major Flowpaths Define Regions on (Two-Letter ID) in Study Area Study Area Basis
01 Node #
01 Map #
Region #
02 12 Area (ID) #
03
Subarea ID =
Study
LA 01 01 03
02
(LA0I0II2)
Number Nodes
Define Maps Define Model Define Model Nodes (or Subregions Subareas on (Intersection of on Region Basis) Map Basis Subarea Boundaries
with Flowpath Lines)
GIS/Hydrologic Model F I G U R E
Data Base Linkage Setup:
Nodes, Subareas, Links 38
San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 22 of 26
Determine the runoff coefficient (C) for each subarea based on Table 3-1. If the
subarea contains more than one type of development classification, use a proportionate
average for C. In determining C for the subarea, use future land use taken from the
applicable community plan, Multiple Species Conservation Plan, National Forest land
use plan, etc.
Calculate the CA value for the subarea.
10. Calculate the (CA) value(s) for the subareas upstream of the point(s) of interest.
Determine P6 and P24 for the study using the isopluvial maps provided in Appendix B.
If necessary, adjust the value for P6 to be within 45% to 65% of the value for P24.
See Section 3.3 for a description of the RM calculation process.
3.3 PERFORMING RATIONAL METHOD CALCULATIONS
This Section describes the RM. calculation process. Using the input data, calculation of peak
flows and Ta's should be performed as follows:
Determine Tifor the first subarea. Use Table 3-2 or Figure 3-3 as discussed in Section
3.1.4. If the watershed is natural, the travel time to the downstream end of the first
subarea can be added to Tito obtain the T. Refer to paragraph 3.1.4.2 (a).
Determine I for the subarea using Figure 3-1. If Ti was less than 5 minutes, use the 5
minute time to determine intensity for calculating the flow.
Calculate the peak discharge flow rate for the subarea, where Q, = (CA) I.
In case that the downstream flow rate is less than the upstream flow rate, due to the
long travel time that is not offset by the additional subarea runoff, use the upstream
peak flow for design purposes until downstream flows increase again.
3-22
II
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San Diego County Hydrology Manual Section: 3
Date: June 2003 Page: 23of26
Estimate the Tt to the next point of interest.
Add the Tt to the previous T to obtain a new T.
Continue with step 2, above, until the final point of interest is reached.
The MRM should be used to calculate the peak discharge when there is a junction
from independent subareas into the drainage system.
3.4 MODIFIED RATIONAL METHOD (FOR JUNCTION ANALYSIS)
The purpose of this section is to describe the steps necessary to develop a hydrology report
for a small watershed using the MRM. It is necessary to use the MRM if the watershed
contains junctions of independent drainage systems. The process is based on the design
manuals of the City/County of San Diego. The general process description for using this
method, including an example of the application of this method, is described below.
The engineer should only use the MRM for drainage areas up to approximately I square mile
in size. If the watershed will significantly exceed I square mile then the NRCS method
described in Section 4 should be used. The engineer may choose to use either the RM or the
MIRM for calculations for up to an approximately 1 -square-mile area and then transition the
study to the NRCS method for additional downstream areas that exceed approximately I
square mile. The transition process is described in Section 4.
3.4.1 Modified Rational Method General Process Description
The general process for the MRM differs from the RM only when a junction of independent
drainage systems is reached. The peak Q, T, and I for each of the independent drainage
systems at the point of the junction are calculated by the RM. The independent drainage
systems are then combined using the MRM procedure described below. The peak Q, T, and
I for each of the independent drainage systems at the point of the junction must be calculated
prior to using the MRM procedure to combine the independent drainage systems, as these
3-23
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San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 24 of 26
values will be used for the MRM calculations. After the independent drainage systems have
been combined, RM calculations are continued to the next point of interest.
3.4.2 Procedure for Combining Independent Drainage Systems at a Junction
Calculate the peak Q, T, and I for each of the independent drainage systems at the point of
the junction. These values will be used for the MRM calculations.
At the junction of two or more independent drainage systems, the respective peak flows are
combined to obtain the maximum flow out of the junction at T. Based on the approximation
that total runoff increases directly in proportion to time, a general equation may be written to
determine the maximum Q and its corresponding T using the peak Q, T, and I for each of
the independent drainage systems at the point immediately before the junction. The general
equation requires that contributing Q's be numbered in order of increasing T.
Let Qi T1, and 11 correspond to the tributary area with the shortest T. Likewise, let Q2, T2,
and 12 correspond to the tributary area with the next longer I; Q, T3, and 13 correspond to
the tributary area with the next longer T; and so on. When only two independent drainage
systems are combined, leave Q, T3, and 13 out of the equation. Combine the independent
drainage systems using the junction equation below:
Junction Equation: Ii <T2 <T3
QTI =Q1 +iiQ2 ±iiQ3
T2 T3
Q1 =Q2+Q1+Q3 I T3
QT3 = Q3 + Q1 + 13 Q2 11 12
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3-24
I San Diego County Hydrology Manual Section: 3
Date: June 2003 Page: 25 of 26
Calculate QTI, QT2, and QT3. Select the largest Q and use the T. associated with that Q for I further calculations (see the three Notes for options). If the largest calculated Q's are equal
I
(e.g., QTI = QT2 > Q), use the shorter of the Ta's associated with that Q.
This equation may be expanded for a junction of more than three independent drainage
I systems using the same concept. The concept is that when Q from a selected subarea (e.g.,
Q2) is combined with Q from another subarea with a shorter T (e.g., Qi), the Q from the
subarea with the shorter T is reduced by the ratio of the l's (12/I1); and when Q from a I selected subarea (e.g., Q2) is combined with Q from another subarea with a longer 'f (e.g.,
Q), the Q from the subarea with the longer I is reduced by the ratio of the T,-'s (T2/13).
Note #1: At a junction of two independent drainage systems that have the same T, the
tributary flows may be added to obtain the Q,,.
QP =Q+Q2; when T1'=T2; and T=Ti=T2
This can be verified by using the junction equation above. Let Q,, T3, and 13 = 0. When T,
I and 12 are the same, 11 and 12 are also the same, and T1/T2 and 12/I1 = I. T,/T2 and 12/I1 are
cancelled from the equations. At this point, Qim = QT2 = QI + Q.
Note #2: In the upstream part of a watershed, a conservative computation is acceptable.
When the times of concentration (T's) are relatively close in magnitude (within 10%), use
I the shorter T for the intensity and the equation Q = E(CA)l.
I Note #3:. An optional method of determining the Tc is to use the equation
TC = [( (CA)7.44 P6)IQJ '• 55
I This equation is from Q = (CA)1 = (CA)(7.44 P6/T'64 ) and solving for T. The
advantage in. this option is that the I is consistent with the peak flow Q, and avoids
I . inappropriate fluctuation in downstream flows in some cases.
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