HomeMy WebLinkAboutTract Map 31946 Drainage Study Jun. 2006
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DRAINAGE STUDY
Ternecula Lane I Off-site
Lorna Linda Road
RE: TENTATIVE TRACT 31946
City of Temecula
County of Riverside, California
June 2006
: Prepared for:
: Temecula Lane, LLC
,41743 Enterprise Circle N, Suite 207
:Temecula, Ca. 92590
Date
Revision History
Comment
Report Prepared By:
40810 County Center Drive, Suite 100
Temecula, California 92591-6022
. . 951.676.8042 telephone
CONSULTING 951.676.7240 fax
Engineer of Work! Contact Person:
Mike Tylman, P.E.
Joseph Daniel Hales, E.I.T.
RBF IN 15-100834
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TABLE OF CONTENTS
SECTION 1 - INTRODUCTION ...............................................................................................................1
1'.1 Background .............................................................................................1
1~2 Objective .................................................................................................1
SECTION 2 - HYDROLOGIC DATA ........................................................................................................2
2.1 Hydrologic Analysis and Methodology.....................................................2
2.1.1 Rational Method ...................................................................................................2
22 PROPOSED CONDITION HYDROLOGY...............................................3
SECTION 3 - WATER QUALITY SUMMARy..........................................................................................4
3'.1 Non-Structural and Structural BMPs .......................................................4
SECTION 4 - HYDRAULIC ANAL YSIS....................................................................................................5
4~ 1 Hydraulics................................................................................................ 5
42 Local Stormdrain Hydraulics ...................................................................5
SECTION 5 - REFERENCES ..................................................................................................................6
TECHNICAL APPENDICES
A Rational Method - Proposed Condition 10-Year
B Rational Method - Proposed Condition 100-Year
C HELE-1 Catch basin Calculations
D WSPG Storm Drain Hydraulics
E Miscellaneous backup data
LIST OF FIGURES
Figure-1: Vicinity Map
Figure-2: Soils Map- Proposed Conditions
Figure-3: Hydrology Map- Proposed Conditions
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: SECTION 1 - INTRODUCTION
, 1.1 BACKGROUND
'The off-site area for T emecula Lane I is Lorna Linda Road, the southeast frontage road for
I the development, is located in the County of Riverside within the corporate boundary of the
: City of Temecula, see location map. The off-site area consists of 3.5 acres.
'1.2 OBJECTIVE
'The primary objective ofthis report is to provide the technical documentation for the design
, and improvements plans for the proposed storm drain facilities and include the following:
1. Identify the required storm drain facilities for the off-site area based upon the
grading plans, and delineate the drainage area tributary to each proposed drainage
inleUconcentration point.
2. Based on drainage patterns, ground slope, land use, soil type, and using the County
of Riverside Rational Method, perform a hydrologic analysis to provide the design
f10wrate used to size the proposed storm drain facilities. This analysis covers the
proposed condition hydrology.
3. Perform hydraulic analysis on the proposed storm drain facilities for the off-site
improvement.
4. Adhere to the Riverside County Flood Control and Water Conservation District's
(RCFCD&WCD) hydrologic criteria that 1 O-year storm flow and 1 OO-year storm flow
be contained within the curb and street right-of-way, respectively.
5. Provide water quality treatment of the surface runoff per Regional Water Quality
Control Board criteria.
,All assessments and technical analysis in this report are in compliance with the local
: drainage policies and requirements, and the California Environmental Quality Act (CEQA)
: of 1970, as amended.
i Lorna Linda, Temecula, Riverside County, CA
I Drainage Study
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VICINITY MAP
NOT TO SCALE
PLANNING
DESIGN CONSTRUCTION
40810 COUNTY CENTER DRIVE, SUITE '100
TEMECULA. CAUFOANIA 92591-6022
951.676.8042 FAX 951.676.7240 www.RBF.com
LOMA LINDA ROAD
FIGURE 1
VICINITY MAP
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:SECTION 2 - HYDROLOGIC DATA
: 2.1 HYDROLOGIC ANALYSIS AND METHODOLOGY
I Hydrologic calculations to evaluate surface runoff associated with the 10-year, and 100-
~ year hypothetical design storm frequencies from the project watershed were performed
,using the rational method based upon the relative size of the watershed. The rational
I method is a surface hydrology procedure, which allows evaluation of the peak
: discharge generated from a watershed area. This method only evaluates peak
: discharge and does not analyze runoff volumes or the time variation of runoff. The
,watershed subbasin boundaries within the project site were delineated utilizing
I topographic mapping of the area for the proposed grading plan to determine the
: development drainage patterns. Hydrologic parameters used in this analysis such as
I rainfall and soil classification areas presented in Riverside County Hydrology Manual,
: dated April 1978, were identified. A hydrology analysis was performed to evaluate the
I anticipated runoff generated from the proposed residential development. The hydrology
I analysis of the. proposed development included determining a conceptual storm drain
I collection system, which corresponds to the development drainage patterns. The
I drainage areas and subarea boundaries within the study area were delineated based
I on the proposed grading plan. The proposed storm drain facility was designed to not
I exceed the current capacities of the existing drainage facilities at the downstream
I project boundary.
2.1.1 Rational Method
, The hydrologic calculations to determine the 10- and 1 OO-year ultimate design discharges
'were performed using the County of Riverside Rational Method from the RCFC&WCD
, Hydrology Manual dated April 1978. The Rational Method is an empirical computation
I procedure for developing a peak runoff rate (discharge) for watersheds less than 300 acres
; and storms of a given recurrence interval. This procedure is the most common method for
~ small area urban drainage design since the peak discharge is generally the only required
I parameter for hydraulic design of drainage facilities. The Rational Method equation is
I based on the assumption that the peak f10wrate is directly proportional to the drainage
; area, rainfall intensity, and a loss coefficient related to land use and soil type. Flows are
I computed based on the formula Q=CIA, where:
Q = Discharge in Cubic Feet Per Second;
C = Runoff Coefficient, based on Land Use and Hydrologic Soils Group;
I = Rainfall Intensity, Inches/Hour;
A = Area, Acres.
Lorna Linda, Temecula, Riverside County, CA
Drainage Study
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HYDROLOGIC SOILS GROUP MAP ~
SOURCE' PLAlE C-t61 RCFC AND WCD HYDROLOGY MANUAL ,/'
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FIGURE 2
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. The peak discharge from a drainage area using the rational method occurs at a critical time
,when the entire drainage area is contributing runoff known as the "time of concentration"
I for the watershed area. The design discharges were computed by generating a hydrologic
'''link-node'' model, which divides the analysis area into drainage subareas, each tributary to
; a concentration point or hydrologic "node" point determined by existing terrain.
'The hydrology analysis was performed for the developed condition 10-, and 100-year
I hydrology. The results of the watershed analysis for the proposed development generated
I the resulting peak discharges at the downstream project boundary.
. The following assumptions/guidelines were applied under the Rational Method.
1. The Rational Method hydrology includes the effects of infiltration caused by
soil surface characteristics. Soils maps from Riverside County Flood Control
and Water Conservation District Hydrology Manual indicate the Soil Type "C"
is representative of the project location. The Manual utilizes the Soil
Conservation Service (SCS) soil classification system, which classifies soils
into four (4) hydrologic groups (HSG): A through D, where "D" is the least
pervious, providing greatest storm runoff. The soils maps (Plate C-1.61
Pechanga) from the Manual and the project site is shown on Exhibit 2,
Hydrologic Soils Group Map.
2. The infiltration rate is also affected by the type of vegetation or ground cover
and percentage of impervious surfaces. The runoff coefficients used were
based on the proposed half-street improvement. This project assumed
commercial cover.
3. Rainfall data used was taken from the above Manual for the "Murrieta-
Temecula and Rancho California" areas.
4. The initial area is generally less than 10 acres and flow path lengths are less
than 1,000 feet, per RCFC&WCD analysis procedure.
5. The 2-year (1 hour) and the 1 OO-year (1 hour) precipitation values of 0.57
inches and 1.35 inches respectively were obtained from Figures D-4.3 and D-
4.4 of the Manual, respectively. The slope of the Intensity Duration Curve of
0.55 was obtained from Figure D-4.6 of the Manual. The above-mentioned
figures are included in the Technical Appendix.
,2.2 PROPOSED CONDITION HYDROLOGY
. The developed land use conditions associated with the proposed project will modify the
hydrologic characteristics of the watershed by (1) increasing the amount of impervious
Lorna Linda, Temecula, Riverside County, CA
Drainage Study
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area, (2) modifying existing drainage patterns, (3) increasing the hydraulic efficiency of
, the drainage conveyance system from natural drainage courses to improved
underground storm drain systems, (4) reducing the time to peak flow, and (5) increasing
. the peak discharges.
, A hydrologic analysis was prepared for the project watershed reflecting the proposed
project. The peak runoff f10wrate at various concentration points (nodes) throughout
, the watershed is provided for the 1 O-year and 1 OO-year storm events. Appendix A and
B contain the 10-year and 100-year hydrologic analysis. See Hydrology map in this
report for detail analysis location.
SECTION 3 - WATER QUALITY SUMMARY
, The water quality program consists of both non-structural and structural Best Management
Practices (BMPs). The non-structural BMPs consist of: 1) Public Education; and 2)
, Common Area Maintenance Practices.
3.1 NON-STRUCTURAL AND STRUCTURAL BMPs
. The Maintenance Corporation utilizes both Integrated Pest Management and Integrated
, Vegetation Management to minimize impacts to urban runoff water quality. Also, irrigation
will be minimized to the maximum extent practicable. The method of irrigation control
reduces the amount of water used for irrigation and minimizes the potential for overspray
and nuisance runoff. Additional maintenance pollution prevention practices include
monthly street.sweeping, catch basin signage, and routine trash pick-up.
. The structural BMP's that will be used are catch basin inserts provided for the three-catch
basins.
Lorna Linda, Temecula, Riverside County, CA
Drainage Study
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, SECTION 4 - HYDRAULIC ANALYSIS
, 4.1 HYDRAULICS
. The design discharges tributary to each proposed catch basin were taken from the results
I of the Rational Method Hydrology calculations. The two proposed catch basins have been
I designed to intercept the 1 OO-year flows since both are sump inlets. The three 4-foot long
, catch basins will confluence with an existing storm drain system along Lorna Linda Road.
, The catch basin sizing calculations were conducted using the computer program "Hydraulic
Elements 1 (HELE-1)", created by Advanced Engineering Software Co. (AES) and are
, included in Technical Appendix C along with a f10wmaster depth calculation for CB "A-3".
'The program approximates curb inlet capacities based on Bureau of Public Roads
nomograph plots for flow-by and sump type basins. Flows will be conveyed within the Top
, of curb for the 1 O-year and within the Right of Way for the 1 DO-year storm events. Lorna
Linda has a 39-foot Half-width Right of way and T emecula Lane has a Right of way of 60'.
,4.2 LOCAL STORM DRAIN HYDRAULICS
. The hydraulic analysis and design of the local storm drain system associated with the
project was performed for the calculated 1 OO-year f10wrate using the "Water Surface
Pressure Gradient" computer program. Water Surface Pressure Gradient (WSPG) is
. the Hydraulic Analysis Computer Program (F0515P) developed Los Angeles County
Department of Public Works. The program is designed to compute and plot uniform
and non-uniform steady flow water surface profiles and pressure gradients in open
channels or closed conduits with irregular or regular sections. The water surface
profiles are computed using Bernoulli's equation for the total energy at each section
and Manning's formula for friction loss between sections in a reach. The open channel
flow computation uses the standard step method. Confluences are analyzed using
pressure and momentum theory. The results of the "WSPG" program are included in
the Technical Appendix D. The following assumptions/guidelines were applied for the
use of WSPG:
1. Manning's "n" value of 0.013 was used for RCP.
2. The elevations, lengths, pipe diameters and other dimensions used in the
computer model are in Imperial units.
3. Storm drainpipe lengths and elevations were taken from the proposed storm
drain improvements.
4. The Soffit of the existing 42" and 60" pipes were used as the downstream
control.
The design discharges used in the hydraulic analysis for the storm drain were generated in
Lorna Linda, Temecula, Riverside County, CA
Drainage Study
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the 100-year hydrologic analysis included in Technical Appendix B.
:SECTION 5. REFERENCES
'1. Riverside Flood Control District and Water Conservation District (RCFC&WCD)
Hydrology Manual, 1978.
2. Advanced Engineering Systems Software (AES), Rational Method Hydrology
System Model Version 8.0, 2001.
'3. The AES Hydraulics Elements I Program Package (HELE-1) Version 6.0, 1999.
A. WSPG-Water Surface Pressure Gradient V. 14.06
5. Flowmaster V. 8.0
. H:IPDAT AI15100834\AdminlreportslLoma Linda Hydrology report. doc
Lorna Linda, Temecula, Riverside County, CA
Drainage Study
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DRAINAGE STUDY
LOMA LINDA ROAD
AES Rational Method
10- YEAR ANALYSIS
TECHNICAL APPENDIX A
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'H:If'DATA\151~\AESIl.ana1..irda\OO-1S.20C6\L.L34D10.0UT
..............................................................................
I
RATIaNAL METHOD HYDRaLOGY caMPUTER PROGRAM BASED aN
RIVERSIDE COUNTY FLOOD CONTRaL " WATER caNSERVATION DISTRICT
(RCPC&.WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2004 Advanced Engineering Software (aes)
(Rational Tabling Version 6.00)
Release Date: 01/01/2004 License 10 1264
I
Analysis prepared by:
REF Consulting
14725 Alton Parkway
Irvine, California 9;1619
I................................ DESCRIPTION aF S'nJDY ...........................
. Lorna Linda road (Temecula Lane Off-site) .
. 10-Year Developed Condition .
. Job 15100834 .
...............................................................................................
I FILE NAME: LL34DI0.DAT
TIME/DATE aF STUDY, 14,12 06/15/2006
----------------------------------------- ---------------------------------
USER SPECIFIED HYDRaLOGY AND HYDRAULIC MaDEL INFORMATIaN,
I
USER SPECIFIED STORM EVENT(YEAR). 10.00
SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00
SPECIFIED PERCENT aF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE - 0.90
2-YEAR, l-HOUR PRECIPITATIaN(INCH) '" 0.570
100-YEAR, 1'-HOUR PRECIPITATIaN(INCH)" 1.350
COMPUTED RAINFALL INTENSITY DATA,
STORM EVENT.. 10.00 1-HOUR INTENSITY(INCH/HaUR)
SLOPE OF INTENSITY DURATIaN CURVE = 0.5500
RCFC&.WCD HYDROLOGY MMroAL "C" -VALUES USED FOR RATIONAL METHOD
NOTE, CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
"USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW
HALF- CROWN TO STREET-CROSSFALL, CURB GUTTER-GEOMETRIES:
WIDTH CRaSSFALL IN- / aUT-/PARK- HEIGHT WIDTH LIP HIKE
(FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT)
I
0.900
INO.
m
1
MaDEL.
MANNING
FACI'OR
In)
0.020/0.050/0.020
0.020/0.050/0.020
0.40
0.50
1.00 0.0313 0.167 0.0150
1.50 0.0313 0.125 0.0150
12.5
18.0
U
13.0
I
GLOBAL STREET FLOW-DEPTII CONSTRAINTS,
1. Relative Flow-Depth. 0.50 FEET
as (Maxilmlm Allowable Street Flow Depth) - (Top of-CUrb)
2. (Depth)" (Velocity) constraint.. 6.0 (FT.FT/S)
.SIZE PIPE WITH A FLOW CAPACITY GREATER TF.AN
aR EQUAL TO THE UPSTREAM TRIBUTARY PIPE..
.............................................................................................
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CaDE" :n
----------------------------------------------------------------------------
,,:>:>:>:>RATIONAL MEniaD INITIAL SUBAREA ANALYSIS"""""
==....==========,,=......-.."""======,,=,,=:..---_..~~=,,=,,==========:~...==========..=......
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVli:LOPMENT IS COMMERCIAL
TC _ K*[(LENGTR"3)/(ELEVATION CHANGE)]".2
INITIAL SUBAREA FLQW-LENGTH(FEET) = 584.00
UPSTREAM ELEVATION(FEET)", 37.50
DOWNSTREAM:ELEVATIaN(FEET) = 31.50
ELEVATION DIFFERENCE (FEET) = 6.00
TC" 0.303" [( 584.00**3)/( 6.00)]...2 9 678
10 YEAR RAINFALL INTENSITY (INCH/HaUR) .. 2 454
COMMERCIAL. DEVELOPMENT RUNaFF COEFFICIENT = .8823
SaIL CLASSIFICATION IS "C"
SUBAREA RUNaFF(CFS) .. 1.73
TOTAL AREA (ACRES) = 0.80 TOTAL RUNOFF(CFS)
1.73
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1...***....*......***.*.......**..*........***...*....................*..................*
FLOW PROCESS FROM NaDE 101.00 TO NODE 102.00 IS CODE.. 61
- - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- --
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA(("""
>>>:>> (STANDARD CURB SECTION USED) """""
...,,======,,~........_--_..........=..==,,==,,:~..-----_........"'~==============.._~.....=:==..
I
UPSTREAM ELEVATION(FEET)" 31.5') DOWNS7REAM ELEVATION(FEET)
STREET LENGTH(FEET) = 537.00 CURB HEIGHT(INCHES) 6.0
STREET HALFWIDnI(FEET) = 29.00
28.50
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DISTANCE FRaM CROWN TO CROSSFALL GRADEBREAK(FEET)
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CRaSSFALL(DECIMAL} 0.050
24.00
SPECIFIED NUMBER aF HALFSTREETS CARRYING RUNOFF
STREET PARXWAY CROSSFALL(DECIMAL) 0.020
Manning's FRICTIaN FACTOR for Streetflow Section(curb-to-curb)
Manning's FRICTIaN FACTOR for Bac~-of-Walk Flow Section 0.0200
0.0150
1
UTRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.78
STREETFLOW )lODEL RESULTS USING ESTIMATED FLOW,
STREET FLOW DEPTH (FEET) = 0.43
HALFSTREET FLOOD WIDTH (FEET) = 9.73
AVERAGE FLOW VELOCITY(FEET/SEC.).. 1.98
PRODUCT OF DEPTH&.VELOCITY(FT.FT/SEC.)" 0.84
STREET FLOlf TRAVEL TIME(MIN.).. 4.53 Tc(MIN.) 14.20
10 YEAR RAINFALL INTENSITY (INCH/HaUR) = 1.988
COMMERCIAL DEVELOPMENT RUNaFF COEFFICIENT ~ .8792
saIL CLASSIFICATIaN IS "C"
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) 2.10
TOTAL AREA (ACRES) _ 2.00 PEAK FLOW RATE(CFS) 3.83
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END 0'1." SUBAREA STREET FLOW HYDRAULICS,
DEP'1'H(FEETi = 0.47 HALFSTREET FLOOD WIDTII(FEET) " 11.70
FLaw VELOCITY(FEET/SEC.) ~ 2.09 DEPnI.VELOCITY(l'"I'.FT/SEC.) = 0.97
LONGEST FLOWPATH FROM NaDE 100.00 TO NODE 102.00 = 1121.00 FEET.
......................................*.....................................................
FLOW PRaCESS FROM NaDE
102.00 TO NODE
103.00 IS CODE. 31
Printed: 00I15t2006 02:14:48 PM PM
M:xJifiB:l: 0611512006 02:12:54 PM PM
Page10f4
~\Pll\TA\\511m34~UIJla'm.\511mll34Dl0.0UT
>>>:>:>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA"""""
,,>>>>USING caMPUTER-ESTIMATED PIPESIZE (NaN~PRESSURE FLOW)"""""
========...._==..==="=""~~._...""'"..""......,,......~.........=,,=..,,......-------..........-....
ELEVATION DATA, UPSTREAM(FEET). 28.50 DOWNSTREAM (FEET) 28.00
FLOW LENGTH(FEET).. 20.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH aF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.35
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER aF PIPES
PIPE-FLOW(CFS) " 3.83
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.). 14.25
LONGEST FLaWPATH FRaM NODE 100 00 TO NODE 103.00 1141.00 FEET.
....................................*..**...............................................
FLOW PRaCESS FROM NODE
103.00 TO NaDE
202.00 IS caDE.. 31
>>>>>CQMPUTE PIPE-PLOW TRAVEL TIME THRU SUBAREA"""""
:>>>>>USING caMPUTER-ESTIMATED PIPESIZE (NaN-PRESSURE FLOW) """""
-..,,==:==,,=====.......=.:========............=========.......=======".."...".......==..........
ELEV:ATION DATA: UPSTREAM(FEET).. 28.00 DOWNSTREAM (FEET) 24.50
FLOW L~~TH(FEET).. 693.00 MANNING'S N. 0.0~3
ESTIAATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.).. 4.09
ESTIMATED PIPE DIAMETER(INCH) '" 18.00 NUMBER aF PIPES
PIPE-FLOW (CFS) .. 3.83
PIPE TRAVEL TIME(MIN.)" 2.83 Tc(MIN.).. 17.08
LONGEST FLOWPATH FRaM NODE 100.00 TO NODE 202.00 1834.00 FEET.
***..................*....*.......................................................
FLOW PROCESS FRaM NODE
202.00 TO NaDE
202.00 IS CODE ..
>:>:>:>:>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE"""""
-_.....~="======....---_.."..=="====.............."....,,=,,=,,,,............=....=".."...........""""..
TOTAL NUMBER aF STREAMS. 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE,
TIME aF CONCENTRATION(MIN.)" 17.08
RAINFALL INTENSITY(INCH/HR)" 1.80
TOTAL STREAM AREA(ACRES) .. 2.00
PEAK FLOW RATE (CFS) AT CaNFLUENCE _ 3.83
........................*.........**...**.*....................*..................**.....
FLOW PROCESS FRaM NaDE
200.00 TO NaDE
201.00 IS caDE" 21
:>""""RATIONAL METHaD INITIAL SUBAREA ANALYSIS"""""
_.._......".."..="="===""'...._....=..~=====..,,..~........__....==,,..=="""'.............=,,...........
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS caMMERCIAL
TC _ K.[(LENGTH**3)/(ELEVATION CHANGE)}...2
INITIAL SUBAREA FLOW-LENGTH (FEET) = 298.00
UPSTREAM ELEVATIaN(FEET) . 30.50
DOWNSTREAM ELEVATION(FEET) .. 29.00
ELEVATION DIFFERENCE (FEET) .. 1.50
TC.. 0.303*[( 298.00"3)/( 1.50)]....2 " 8.529
10 YEAR RAINFALL INTENSITY(INCH/HaUR) . 2.631
COMMERCIAL DEVELOPMENT RUNaFF COEFFICIENT" .8833
saIL CLASSIFICATION IS "C"
SUBAREA RUNaFF(CFS) " 0.93
TOTAL AREA(ACRES) " 0.40 TOTAL RUNaFF(CFS) 0.93
............................***.*..*....*..........................................*...
FLOW PRaCESS FROM NaDE
201.00 TO NODE
202.00 IS caDE = 31
:>:>>:>"caMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA"""""
:>:>:>:>:>USING CaMPUTER-ESTIAATED PIPESIZE (NON-PRESSURE FLOW)"""""
-..-..""==="""..""",.........,,=,,==""""=:""'..-.....-""..===,,=====,....__.."=~....,,"=,,..
ELEVATION DATA: UPSTREAM(FEET) = 29.00 DOWNSTREAM(FEET) 24.50
FLOW LENG'm(FEET).. 30.00 MANNING'S N.. 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.).. 9_14
ESTIAATED PIPE DIAMETER (INCH) = 18.00 NUMBER 0'1." PIpES ~
PIPE-FLOW (CFS) " 0.93
PIPE TRAVEL TIME (MIN.) = 0.05 Tc(MIN.} = 8.58
LONGEST FLOWPA'I'H FRaM NODE 200.00 TO NaDE 202.00 = na.oo FEET.
..........**.*.................................*..*.........................................
FLOW PROCESS FROM NODE
202.00 TO NODE
202.00 IS CODE
>:>:>:>:>DESIGNATE INDEPENDENT STREAM FaR CONFLUENCE"""""
:>:>:>>>AND COMPUTE VARIaus CONFLUENCED STREAM VALUES"""""
....."..==============="'==...."==,,===========....,,-_....====,,====""....---..,,======....
TOTAL NUMBER aF STREAMS _ 2
caNFLUENCE VALUES USED FaR INDEPENDENT STREAM 2 ARE,
TIME 0'1." caNCENTRATION(MIN.) _ 8.58
RAINFALL INTENSITY (INCH/HR) ~ 2.62
TOTAL STREAM AREA(ACRES) " 0.40
PEAK FLaW RATE(CFS) AT CONFLUENCE.. 0.93
** CaNFLUENCE DATA
STREAM RUNOFF
NID'lBER (CFS)
1 3.83
2 0.93
INTENSITY
(INCH/HaUR)
1.796
2.622
AREA
(ACRE)
2.00
0.40
To
(MIN.)
~7.08
8.58
RAINFALL INTENSITY AND TIME OF CONCENTRATIaN RATIO
CONFLUENCE FaRMULA USED FOR , STREAMS.
.. PEAK FLOW RATE TABLE ..
'TR"'" RUNaFF To INTENSITY
NUMBER (CFS) (MIN.) (INCH/HaUR)
1 2.85 8.58 2.622
, 4.47 17.08 1.796
caMPUTED CaNFLUENCE ESTIAATES ARE AS FOLLaws, \1,.;
PEAK FLOW RATE(CFS) 4.47 Tc(MIN.) - 17.08
TOTAL AREA (ACRES) - 2.40
LONGEST FLOW-PATH FROM NaDE 100.00 TO NaDE 202.00 1834.00 FEET.
........................*.....*..............*.......................................*............
Printed: 06J15120C6 02:14:48 PM PM
Modified: 0611512006 02:12:54 PM PM
P.,.
1
HIP!lATA\151~1AES1lonalK<l2m-1511X];\LL34D10.OUT
FLOW PROCESS FROM NODE
202.00 TO NODE
303.00 IS CODE" 31
I >>>>>OOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
-_:::::~:~=:,,~~==~~:~:::~~~-~:~::::~,,~~~=::~~:~~=~~:::::::_-,,----~,,==
ELEVATION DATA: UPSTREAM (FEET) " :24.50 DOWNSTREAM (FEET) .. 21.40
FLOW LENGTH'(FEET}.. 630.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES
I PIPE-FLOW VELOCITY(FEET/SEC.) = 4.19
ESTIMATED PIPE DIAME'I'ER(1NCH) = 18.00 NUMBER OF PIPES
PIPE-PLOW(CFS) = 4.47
PIPE TRAVEL" TIME(HIN.)" 2.50 Tc(MIN.).. 19.58
LONGEST FLOWPA'I'H FROM NODE 100.00 TO NODE 303.00.. 2464.00 FEET.
***..***.....**...**...............*...............**........,,,,,........................
1::~~:mr~~f:~~~~;~:~;1~:~~:~~g~g~:~~:::::::::::::::::::::
TOTAL NUMBER OF STREAMS.. :2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
I TIME OF CONCENTRATION(MIN.} .. 19.58
RAINFALL INTENSITY(INCH/HR).. 1.67
TOTAL STREAM AREA (ACRES) .. 2.40
PEAK FLOW RATE(CFS) AT CONFLUENCE .. 4.47
.......................................................................................................
I::::;m;~;~~:~~~~~g:~~;:;~~~g~:~~:::::::::::.::..:.::::::
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K.[(LENGTH"3}/(ELEVATION CHANGE)] **.2
III INITIAL SUBAREA. FLOW-LENGTH (FEET). 200.00
UPSTREAM ELEVATION(FEET} _ 30.00
DOWNSTREAM ELEVATION(FEET} _ 29.00
ELEVATION DIFFERENCE(FEET) _ 1.00
TC = 0.303.!( 200.00"3)/( 1.00)]**.2 7.281
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.870
1 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8845
SOIL CLASSIFICATION IS "C.
SUBAREA RUNOFF(CFS} .. 0.51
TOTAL ARE1I.(ACRES} = 0.20 TOTAL RUNOFF(CFS} 0.51
................................................................................
I" ~,PROCESS. PROM, NODE.... 3 02: 00, ~,N~D~",. 3~~: O~, ~~, C()~~,:,' :',""'"
:>:>:>:>:>COMPUTE PIPE-FLOW TRAVEL TIME THRll SUBAREA"""""
:>:>:>:>:>llSING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) """""
==_.=====--========.._--==--=------=-=~.._=-==..=.._-_......---....-..------=-=-======
ELEVATION DATA, llPSTREAM(FEET).. 29.00 DOWNSTREAM (FEET) 21.40
FLOW LENGTH (FEET) = 30.00 MANNING'S N _ 0.013
I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.3 INCHES
PIPE-FLOW VELQCITY(FEET/SEC.).. 9.14
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NlTMBER OF PIPES 1
PIPE-FLOW(CFS) .. 0.51
PIPE TRAVEL. TIHE(HIN.) _ 0.05 Tc(MIN.) _ 7.34
I..::~::::*::::::::.::::.::::.*..:::~::.::.::::*...:::~::..:.*.:::~::.::::~...
FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE _ 1
:>:>:>:>:>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE"""""
1II..~~~CO~~"i:~~~;;;:~1::::-::::::~:::::::::::::...................
TIME OF CONCENTRATION (HIN.) _ 7.34
RAINFALL INTENSITY(INCH/HR}.. 2.86
TOTAL STREAM AREA(ACRES}.. 0.20
I PEAK PLOW RATE ICPs) AT CONFLUENCE.
0.51
III
.. CONFLUENCE DATA
STREAM RUNOFF
NUMBER (CFS)
1 2.85
1 4,.47
2 0.51
AREA
(ACRE)
2.40
2.40
0.20
Tc
(MIN.)
11.38
19.58
7.34
INTENSITY
( INCH/HOUR)
2.245
1.666
2.858
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK FLOW RATE TABLE ...
STREAM RUNOFF Tc
NUMBER (CFS) (HIN. )
1 2.35 7.34
2 3.25 11.38
3 4.76 19.58
INTENSITY
( INCH/HOUR)
2.858
2.245
1.666
I
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS,
PEAK FLOW RATE(CFS) 4.76 Tc(MIN.) =
TOTAL AREA (ACRES) _ 2.60
LONGEST FLOWPATH FROM NODE 100 00 TO NODE
19.58
303.00
2464.00 FEET.
I FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE - 13
----------------------------------------------------------------------------
:>:>:>:>:>CLEAR THE MAIN-STREAM MEMORY"""""
"..--..............-....-..=""="""==-===================================="==-""'="'=="'=-,,
FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE.. 2:1
I~~:::::~~~~~~~~~~~~~~~~~~~~~~~~~~~:::::::~~~~~~~:~~~~~~~~~~~~~~
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC ~ K.! (LEUGTH**3) / (ELEVATION CHl>.NGE) ]....2
INITIAL SUBAREA FLOW-LENGTH(FEET) 325.00
I
Prioted: 06/1512006 02:14:48 PM PM
lOOdified: 0611&'200602:12:54 PM PM
Page3of4
~IP!lATA1151IreJ4\Ci/o\H;Oo-"'__1511X];\LL34D10.0UT
UPSTREAM ELEVATION(FEET) _ 31.00
DOWNSTREAM ELEVATION(FEET) _ 29.00
ELEVATION DIFFERENCE{FEET) = 2.00
TC _ 0.303.!( 325.00**3)/( 2.00))**.2 482
10 YEAR RAINFALL INTENSITY (INCH/HOUR) _ 2.639
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8834
SOIL CLASSIFICATION IS "CO
SUBAREA RIJNOFF(CFS) .. 0.93
TOTAL ARE1I.(ACRES} = 40 TOTAL RI.lNOFF(CFS) _ 0.93
*.*...."............................"*........*...,,.*..................."..*.....".
FLOW PROCESS FROM NODE
401.00 TO NODE
401.00 IS CODE = 13
:>:>:>:>:>CLEAA nlE MAIN-STREAM MEMORY"""""
*......."".....*.................................**......""."...".................
FLOW PROCESS FROM NODE
500.00 TO NODE
501.00 IS CODE.. 21
:>:>:>:>:>RATIONAL MEnlOD INITIAL SUBAREA ANALYSIS"""""
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K. [(LENGnI**3) / (ELEVATION ClilINGE)]....2
INITIAL SUBAREA FLOW-LENGnI(FEET).. 679.00
UPSTREAM ELEVATION(FEET) _ 29.00
DOWNSTREAM ELEVATION(FEET).. 22.00
ELEVATION DIFFERBNCE(FEET) .. 7.00
TC = 0.303. [( 679.00**3)/( 7.00)]**.2 = 10 273
10 YEAR RAINFALL INTENSITY(1NCH/HOllR) = 2 375
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT.. .8819
SOIL CLASSIFICATION IS "C~
SUBAREA RUNOFF (CFS) .. 1. 05
TOTAL AREA (ACRES) .. 0.50 TOTAL RUNOFF(CFS) 1.05
FLOW PROCESS FROM NODE
501. 00 TO NODE
501.00 IS CODE _ 13
:>:>:>:>:>CLEAR THE M1I.IN-STREAM MEMORY"""""
END OF STUDY SUMMAAY,
TOTAL AAEA.(ACRES}
PEAK FLOW RATE (CFS)
0.01 TC(MIN.) _
1.00
5.00
END OF RATIONAL MEnlOD ANALYSIS
o
\17
Prioted: 06/15!2006 02:14:48 PM PM
MOOified: 06/1:1.2006 02:12:54 PM PM
P",.
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DRAINAGE STUDY
LOMA LINDA ROAD
AES Rational Method
100- YEAR ANALYSIS
TECHNICAL APPENDIX B
\~
1
~I"Il\TA\\51~S\llmalilla'm-1S.2IX5iLL.34D100,0UT
I
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL I< WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(e) Copyright 1982-2.004 Advanced Engineering Software (aes)
(Rational Tabling version 6.0D)
Release Date: 01/01/2004 License 10 1264
I
Analysis prepared by:
RBF Consulting
14725 Alton Park....ay
Irvine, California 92618
I ******"""*"""***"**'".,,"'""* DESCRIPTION OF S.ruDY *****.*......******.*,,***,,**
.. Lorna Linda Road (Temecula Lane Off-site) ..
.. 100- Year Developed Condition ..
.. Job 15100834 ..
I FILE NAME, LL34DIOO.DAT
TIME/DATE OF STUDY: 14 ,11 06/15/2006
-------------.---------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION,
I
USER SPECIFIED STORM EVENT (YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INOI) a 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE" 0.90
2-YEAR, I-HOUR PRECIPITATION(INOI) a 0.570
100-YEAR, 1-HOUR PRECIPITATION(INOI) a 1.350
COMPtn'ED RAINFALL INTENSITY DATA:
STORM EVENT,.. 100.00 I-HOUR INTENSITY(INOI/HOUR)
SLOPE OF Itn'ENSITI DURATION CURVE = 0.5500
RCFC&WCD HYDROLOGY MANUAL "CO -VALUES USED FOR RATIONAL METHOD
NOTE, CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB Gt1I'TER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN. / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
(FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
I
1.350
ti
0.020/0.050/0.020
0.020/0.050/0.020
12.5
18.0
'"
13.0
0.40
0.50
1.00 0.0313 0.167 0.0150
1.50 0.0313 0.125 0.0150
I
GLOBAL STREET FLOW-DEPTH CONSTRAINTS,
1. Relative Flow-Depth R 0.50 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-CUrb)
2. (Depth) * (Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITI GREATER THAN
OR EQUAL TO TIlE UPSTREAM TRIBUTARY PIPE.*
1***********************..******..**..*....*........*..........************......*************
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC.. K*[(LENGTH**3)/(ELEVATION CHANGE)]"*_2
INITIAL SUBAREA FLOW-LENGTH(FEET) _ 584.00
UPSTREAM ELEVATION(FEET) " 37.50
DOWNSTREAM ELEVATION(FEET) = 31.50
ELEVATION DIFFERENCE(FEET) = 6.00
TC = 0.303*[( 584.00**3)/( 6.00)].....2 9.678
100 YEAR RAINFALL INTENSITY (INCH/HOUR) _ 3.682
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT _ .8874
SOIL CLASSIFICATION IS "C~
SUBAREA RUNOFF(CFS) ~ 2.61
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS)
2.61
I
1......**..*************..*............***....****..*..**..**....*************************..****
FLOW PROCESS FROM NODE 101.00- TO NODE 102.00 IS CODE _ 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRlJ SUBAREA<<<<<
>>>>>iSTANDARD CURB SECTION USED)<",,,,,,,,,,
I
UPSTREAM ELEVATION (FEET) .. 31 50 DOWNSTREAM ELEVATION(FEET)
STREET LENGTH (FEET) = 537.00 CURB HEIGHT(INOIES) 6.0
STREET HALFWIDTH(FEET) .. 29.00
28.50
I
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET)
INSIDE STREET CROSSFALL (DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.050
24.00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF
STREET PARKWAY CROSSFALL (DECIMAL) 0.020
Manning's FRICTION FACTOR for Street flow Section(curb-to-curbl
Manning'B FRICTION FACTOR for Back-of-Walk Flow Section 0.0200
0.0150
I
....TRAVEL TIME COMPUTED USING ESTIMATED FLQW(CFS} 4.22
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW,
STREET FLOW DEPTlHFEET) ~ 0.48
HALFSTREET FLOOD WIDTH (FEET) ~ 12.36
AVERAGE FLOW VELOCIT'i(FEET/SEC.).. 2.13
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ 1.02
STREET FLOW TRAVEL TIME(MIN.) = 4.21 Tc(MIN.) 13.89
100 YEAR RAINFALL INTENSIT'i(INCH/HOUR)" 3.019
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ~ .8851
SOIL CLASSIFICATION IS "C~
SUBAREA AREA.{ACRES) _ 1.20 SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) _ 2.00 PEAK FLOW RATE(CFS)
H:\f'DATA\151~S\!.ooJaUrxl3'l6-1S.2OC6\LL34D100.OUT
>>>~>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA",,,,,,,,,,,,,
n>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) """,,"
ELEVATION DATA, UPSTREAM (FEET) = 2B.50 DOWNSTREAH(FEET) 28.00
FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0_013
ESTIMATED PIPE DIAMETER (INOI) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INOI PIPE IS 7.6INOIES
PIPE-FLOW VELOCITY(FEET/SEC.) a 8.24
ESTIMATED PIPE DIAME:TER(INCH) .. 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) _ 5.82
PIPE TRAVEL TIME(MIN.) _ 0.04 Tc(MIN.) ~ 13.93
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 1141.00 FEET.
..*..**..***..............**********..***..****..****....***********..********************.
FLOW PROCESS FROM NODE
103.00 TO NODE
202.00 IS CODE a 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRlJ SUBAREA",,,,,,,,,,,,,
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) """"''''''
ELEVATION DATA: UPSTREAM (FEET).. 28.00 DOWNSTREAM (FEET) 24.50
FLOW LENGTH(FEET).. 693.00 MANNING'S N a 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.).. 4.47
ESTIMATED PIPE DIAMETER (INCH) .. 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) .. 5.82
PIPE TRAVEL TIME(MIN.) = 2.58 Tc(MIN.)" 16.51
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 202.00.. 1834.00 FEE:T.
FLOW PROCESS FROM NODE
202.00 TO NODE
202.00 IS CODE.. 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE"""""
TOTAL NUMBER OF STREAMS.. 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE,
TIME OF CONCENTRATION(MIN.) a 16.51
RAINFALL INTENSITY (INOI/HR) = 2.74
TOTAL STREAM AREA(ACRES)" 2.00
PEAK FLOW RATE (CFS) AT CONFLUENCE.. 5.82
**..********..*......******....*..*********..**..*******..***********..************...*.
FLOW PROCESS FROM NODE
200.00 TO NODE
201.00 IS CODE.. 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<",,,,
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC.. K*{(LENGTH*"3)/{ELEVATION CHANGE)j*".2
INITIAL SUBAREA FLOW-LENGTH (FEET) = 298.00
UPSTREAM ELEVATION(FEET) .. 30.50
DOWNSTREAM ELEVATION (FEET) = 29.00
ELEVATION DIFFERENCE (FEET) R 1.50
TC = 0.303*[( 298.00U3)/( 1.50)}u.2 8.529
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.948
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT" . BBB1.
SOIL CLASSIFICATION IS DCft
SUBAREA RlmOFF(CFS) = 1.40
TOTAL AREA(ACRES) _ 40 TOTAL RUNOFF(CFS) " 1.40
FLOW PROCESS FROM NODE
202.00 IS CODE.. 31
201.00 TO NODE
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<",,,,,,,,,,
~>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<"'<<
ELEVATION DATA, UPSTREAM (FEET).. 29.00 DOWNSTREAM (FEET) 24.50
FLOW LENGTH (FEET) = 30.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER [INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.35
ESTIMATED PIPE DIAMETER{INOI) a 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) " 1.40
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.).. 8.58
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 328.00 FEET.
*****....*....*******..**..;*******..****..*********..*...***********......**..*..***..***.
FLOW PROCESS FROM NODE
202.00 IS CODE _
1
202.00 TO NODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE",,,,,,,,,,,,,
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES",,,,,,,,,,,,,
TOTAL NUMBER OF STREAMS.. 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.)" 8.58
RAINFALL INTENSITY(INCH/HRl = 3.94
TOTAL STREAM AREA (ACRES) = 0.40
PEAK FLOW RATE{CFS) AT CONFLUENCE.. 1.40
2 ARE,
.... CONFLUENCE DATA
STREAM RUNOFF
NUMBER (CFS)
1 5.82
2 1.40
INTENSITY
( INCH/HOUR)
2.745
3.935
AREA
(ACRE)
2.00
0.40
To
(MIN.)
16.51
8.58
1
RAINFALL INTENSITY AND TIME " CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR , STREAMS.
*.. PEAK FLOW RATE TABLE ....
STREAM RUNOFF To IN1'ENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
3.21 1 4.43 8.58 3.935
5.B2 , 6.80 16.51 2.745
I
END OF SUBAREA STREET FLOW HYDRAULICS,
DEPTH (FEET) , .. 0.52 HALFSTREET FLOOD WIDTH (FEET) 15.59
FLOW VELQCIT'i(FEET/SEC.l _ 2.26 DEPTH"V;;:LOCITY(FT"FT/SEC.) ~
LONGEST FLOWPATH FROM NODE 100.00 TO NO::JE 102.00.. 1121.00
1.18
FEET.
FLOW PROCESS FROM NODE
102.00 TO NODE
103.00 IS CODE = 31
Printed: (6Il~OO6 02:14:48 PM PM
Modified: 06I15flOO6 02:11:50 PM PM
P;:gelo14
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE[CFS) 6.80 Tc(MIN.) =
TOTAL AREA(ACRES) ~ 2.40
LONGEST FLOWPATH FROM NODE 100.00 TO NODE
\~
16.51
202.00
1834.00 FEET.
********....*..*****..***.*****..**......*..*********..*..******.******.***..*..**..*......*
FLOW PROCESS FROM NODE
303.00 IS CODE _ 31
202 00 TO NODE
Modified: 06I15r"200602:11:SQPM PM
P",
Printed: 06I151200602:14:48PM PM
I
H.\P[)ATA\15100334l.Ca~\AESUmal.iala\{6.1S-2OC6il34D100.OUT
____________ ____________ ___________________u___________ __________
>>>>>COMPUTE' PIPE-FLOW TRAVEL TIME THRU SUBAREA~<c<<
I=~~~i;;;~:~:;~;~~~;i~:~~:~;;:;~~~~~;~~~~::::g~;~:~~--~~
FLOW LENG'1'H(FEET).. 630.00 MANNING'S N.. 0.013
DEPTH OF FLOW IN H.D INCH PIPE IS 14.3 INCHES
PIPE-FLOW VELOCITY (FEET!SEC.) " 4.51
I ESTIMATED PIPE DIAMBTER(INCH)" 18.00
PIPE-FLQW(CFS) " 6.80
PIPE TRAVEL TIME{MIN.)" 2.33 Tc(MIN.)" 18.84
1.ONGEST FLOWPATH FROM NODE 100.00 TO NODE 303.00.. 2464.00 FEET.
NUMBER OF PIPES
1
................................................................................."........
FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE" 1
I~:::::~~~~~~~~~~~~~~:~~:~~~:~~~~~~~::::::::::~:::::::::::::::
TOTAL NUMBER OF STREAMS K 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE,
TIME OF CONCENTRATION(MIN.) . 18.84
I RAINFALL INTENSITY(INCH/HR) = 2.55
TOTAL STREAM AAEA(ACRES) = 2.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.80
**..************.*.***.*..***...............******.*.******.*...*****..**...
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE.. 21
I::::::~g~~;:~~~~:~~~~jt:~~~:~:::::::::::::::::::::::::::::
DEVELOPMENT IS COMMERCIAL
TC.. K.[[LENGTH**3)/(ELEVATION CHAnGE)] **.2
INITIAL SUBAREA FLOW-LENGTH(FEET).. 200.00
I UPSTREAM ELEVATION (FBET) = 30.00
DOWNSTREAM ELEVATION(FEET).. 29.00
ELEVATION D~FFERENCE(FEET) . 1.00
TC K 0.303. [( 200.00**3)/( 1.00)J**.2 = 7.281
100 YEAR RAINFALL INTENSITY (INCH/HOUR) .. 4.306
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8890
I SOIL CLASSIFICATION IS "CO
SUBAREA RUNOFF(CFS) .. 0.77
TOTAL 1l.REA{ACRES) .. 0.20 TOTAL RUNOFF(CFS) 0.77
*....*****.******..........**......................****.........*******.....*.**.**....
FLOW PROCESS FROM NODE
302.00 TO NODE
303.00 IS COPE.. 31
----------------------------------------------------------------------------
I >>>>>COMP1.J"I'3: PIPE-FLOW TRAVEL TIME THRU SUBAREA",,,,,,,,,,,,,
K:::::~::~=:~~~~~~:::~:~~=~:~~:::~..~~~:~~~::~..~:~:::::..==",,",U~=
ELEVATION DATA, UPSTREAM (FEET) _ 29.00 DOWNSTREAM (FEE1') 21.40
FLOW LENGTH [FEET) .. 30.00 MANNING'S N.. 0.013
ESTIMATED PIPE DI1l.METER[INCH) INCREASED TO 18.000
I DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) _ 10.36
ESTIMATED PIPE DIAMETER(INCH) .. 2B.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) _ 0.77
PIPE TRAVEL'TIME(MIN.) _ 0.05 Tc(MIN.).. 7.33
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 303.00. 230.00 FEET.
...**......**.*.........*...............****.*..........*..*........*****....**..**..*.....***..
FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS COPE - 1
- ----- - - ------ - -----~--- - ---- - - - --- --- -~ -. - ------------ - ------- -- -- ---------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE",,,,,,,,,,,,,
>>>>>AND CCfl\PUTE VARIOUS CONFLUENCED STREAM VALUES",,,,,,,,,,,,,
I_..~~=~.~~~~~~;:~:..~:::=::..::::~..:=::~===..~.--~====...-.K_~
TIME OF CONCENTRATION(MIN.) K 7.33
RAINFALL INTENSITY(INCH/HR) = 4.29
TOTAL STREAM AREA (ACRES) ~ 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE _ 0.77
I ... CONFLUENCE DATA
STREA."l RUNOFF To INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.43 11.09 3.417 2.40
1 6.80 1B.B4 2.553 2.40
I , 0.77 7.33 4.291 0.20
RAINFALL INTENSITY AND TIME 0' CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR , STREAMS.
.* PEAK FLOW RATE TABLE ...
'TREAM RUNOFF To INTENSITY
I NUMBER (CFS) (MIN.) (INCH/HOUR)
1 3.69 7.33 4.291
, 5.04 11.09 3.417
3 7.25 18 .B4 2.553
I
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS,
PEAK FLOW RATE(CFS) 7.25 Tc(MIN.l =
TOTAL AREAiACRES) _ 2.60
LONGEST FLOWPATH FROM NODE 100 00 TO NODE
303.00
2464.00 FEET.
18.84
.**......*.*......*****..................***.*****..*......*..*.****.........****......*....
FLOW PROCESS FROM NODE
303.00 TO NODE
303.00 IS CODE", 13
I::::::~~:~~:~:=:~~~::~~~~:::::::::::::::::::::::::::::::::::::::::
.........**.***~****..****......****........*.........********................*..........*...
FLOW 'PROCESS FROM NODE
400.00 TO NODE
401.00 IS CODE.. 21
I~=:::::~~~~;:~;~~~~~~~~~~::~::::::=====K..==......=~======..===
DEVELOPMENT IS COMMERCIAL
TC = K"'[(LENG'I1l*"3)/(ELEVATION CHANGE)]"".2
INITIAL SUBAREA FLOW-LENGTHlFEET} 325.00
UPSTREAM ELEVATION(FEET) = .31.00
I
Prillted: O5fl:J2006 02:14:48 PM PM
Modjfi~: 0fJ1512lXl602:11:50 PM PM
P<ge3of4
H:\ffiATA\1510C834\~S\loo\aUrda\C6-15-2OOiIll34D100.0UT
DOWNSTREAM ELEVATION(FEET) '" 29.00
ELEV1I.TION DIFFERENCE (FEET) '" 2 .00
TC = 0.303*[( 325.00*"3)/( 2.00l1*".2.. B.4B2
100 YEAR RAINFALL INTENSITY(1NCH/HOUR) - 3.959
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .88B2
SOIL CLASSIFICATION IS "cn
SUBAREA RUNOFF(CFS) _ 1.41
TOTAL AREA(ACRES) .. 0.40 TOTAL RUNOFF(CFS) 1.41
......*........***.....................***...........*........**..................**...**..***.............................*...
FLOW PROCESS FROM NODE
401. 00 TO NODE
401.00 IS CODE" 13
>>>>,CLEAR THE MAIN-STREAM MEMORY",,,,,,,,,,<
===,.___..====...._K..=="......~~"'..==~.,,_......=....==__K...."'==....K..=..===...._,,======,.~..=..==
......**.....................******..*...**........**.......****.........***.*....................*....
FLOW PROCESS FROM NODE
500.00 TO NODE
501.00 IS CODE.. 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS",,,,,,,,,,,,
..=..=,.KK..===......_..=....==.._..K_======..___..............__....===..KKKK....=....____"'.."'=~_..K~~..
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC.. K*[(LENGTIi*"3l/[ELEVATION CHANGE)J"".2
INITIAL SUBAREA FLOW-LENGTH(FEET).. 679 00
UPSTREAM ELEVATION (FEET) .. 29.00
DOWNSTREAM ELEVATION(FEET} = 22.00
ELEVATION DIFFERENCE(FEET) _ 7.00
TC.. 0.303*1< 679.00**3)/( 7.00)J*".2.. 10.273
100 YEAR RAINFALL INTENSITY (INCH/HOUR) K 3.564
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8B70
SOIL CLASSIFICATION IS ~C"
SUBAREA RUNOFF(CFS) _ 1.58
TOTAL AREA (ACRES) .. 0.50 TOTAL RUNOFF(CFS) 1.5B
****.......*.........*...******...**........................****....**...............*.......*......
FLOW PROCESS FROM NODE
501. 00 TO NODE
501.00 IS CODE.. 13
- --.. -- - -- --~-- ---~ --------- ----- - - --~ ~ -- - - - ----------~- - - - - - - - -- -- - --- ~~-
>>>,>CLEAR THE MAIN. STREAM MEMORY",,,,,,,,,,,,,
..__..====..___"'....=..__~....====".._K..===....__..........==...._.."..===KK......=......___......_..__...
..KK............___........=..__~,,====....__.."'......_____~~........._K....==..__....~....=__..=..===~K_....
END OF STUDY SUMMARY,
TOTAL AREA(ACRES)
PEAX FLOW RATE (CFS)
0.01 TC(MIN.} ..
1.00
5.00
K_..=..=..___........=.._~~~====....K__===....=__"..=....=....__....====......===................................
====....__......="..KKK....===___K..=~==..,...__........==.._KKK....=_.._KK~..........K_....===..__K......
END OF RATIONAL METHOD ANALYSIS
o
\fa
Modjfi~:0fJ1:1200602:11:50PMPM Page
Prinl9:l:0fJ15f20Cl602:14:46PMPM
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DRAINAGE STUDY
LaMA liNDA ROAD
HELE-1 Catch Basin Sizing
TECHNICAL APPENDIX C
f\
1
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LatA-1 ....\....'!D'f
f=./O mer\ l)
****************************************************************************
>>>>SUMPTYPE BASIN INPUT INFORMATION<<<<
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW (CFS) = 5.80
BASIN OPENING (FEET) = 0.83
DEPTH OF WATER (FEET) = 1.03
>>>>CALCULA TED ESTIMATED SUMP BASIN WIDTH (FEET) = 1.96
,
/" 4- c ~
-------------------------------------------------------------------
-------------------------------------------------------------------
,fl>
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Lat A.2
1:: 10 Te n7 ecul a. ~^-L
****************************************************************************
>>>>SUMP TYPE BASIN INPUT INFORMATION<<<<
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for f10wby basins and sump basins.
BASIN INFLOW (CFS) = 1.40
BASIN OPENING (FEET) = 0.83
DEPTH OF WATER (FEET) = 1.03
>>>>CALCULATED ESTIMATED SUMP BASIN WIDTH (FEET) = 0.47
. r f.Z-
110 Lf- c. V
-------------------------------------------------------------------
-------------------------------------------------------------------
\t\
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LatA-3
...~.~.,:;;,.,;..~;,~....P..c:.sb;u';?t~:P'~.1;;;;l~1...~.<;~.....L;::'"' -c ,)" \-. e 'Y.
>>>>FLOWBY CATCH BASIN INL~T CAPACITY INPUT INFORMATION<<<<
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 0.80
GUTTER FLOWDEPTH(FEET) = 0.26
BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH FLOW INTERCEPTION
0.33 0.11
0.50 0.16
1.00 0.32
1.50 0.45
2.00 0.57
2.50 0.66
3.00 0.75
3.29 0.80
/,,, J!:.E It' Gf>
-------------------------------------------------------------------
-------------------------------------------------------------------
7.P
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CB
'" 1/
A-~ O~PTI-\.
FL OW 3'f L6tJO:rTJ..oN
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Cross Section .for Irregular Section - 35
:P~je9P,:scriP.ti9~~
Flow Element:
Friction Method:
Solve For:
Irregular Section
Manning Formula
Normal Depth
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~~eptt~ltpa~a.' .
Roughness Coefficient:
Channel Slope:
Normal Depth:
Elevation Range:
Discharge:
.'
0.Q15
0.00500
026 -0 '-P-I H of'S rf1..(E-ET(cU
. c. CB '1\ -3"
99:50 to 100.00 fl
0.80
flIfl
fl
ft3/s
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0,2611
1
5,48fl
V: 10 b:.
H:1
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DRAINAGE STUDY
LOMA LINDA ROAD
WSPG-Storm Drain Hydraulics
TECHNICAL APPENDIX D
7P
I
H:\PDA T A\151 00834\Calcs\Hydro\WSPG\Loma LindalA-1. WSW
I Temecula Lane I
Lateral A-I
Lorna J.,inda Road
1002.4101025.2101 1027.68
R 1019.5301025.400 1 .013
R 1037.2001025.500 1 .013
11051.9801025.6001 .013
1051.9801025.6001
14 0 .000 1.500 .000 .000 .000 .00
5.800 .0
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r Printed: 06/15/2006 04:00:19 PM PM
.000
-44.996
.000
.0000
.0000
.0000
J..9;;
Modified: 01/04/2006 11 :04:44 AM AM
Page 1 oj
I
I DOWNSTREAM
ELEMENT NO 1 1
ELEMENT .NO
IELEMENTNO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
IELEMENT NO
ELEMENT NO
ELEMENT NO
IEL,":;:'
ELEMENT NO
IELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
_EL,"ENT NO.'
ELEMENT NO ..
ELEMENT NO ..
o FILE: A-I WSW
I
STATION
1002.470
2 2
, 2
2 ,
22
22
lC19.530
1018 .862
1016.445
1010.917
1002.470
INVERT
1025210
1025400
1025.393
1025.366
1025.304
1025.:nO
1025.500
1025.486
1025.600
1025.557
1025.500
1025.600
INVERT
1025.210
1025.210
1025.400
, 2
, 2
1019.530
1037.200
1037.200 1025.500
1051.980 1025.600
1025.400
1025.500
. 2
. 2
, ,
1051.980 1025.600
W
Program Package
DEP'I'II
H:\PDAT A\ 151 00834\Calcs\Hydro\WSPG\Loma LindalA-1.0UT
SLOPE
.802
.929
.892
.85?
.825
.802
.900
.929
.929
.900
.900
.929
DEP'I'II
2.470
2.470
2.332
2.332
2.310
2.310
2.255
2.255
Q AREA
5800 .961
FORCE DNORM
5 BOO
5800
5800
5.800
5800
5 BOO
5 BOO
5.800
5.800
5.800
1.150
1.095
1.044
.996
.961
1.106
1.150
1.150
1.106
1.106
Q AREA
5.800 150
5.800
5.800
5.800
5.800
5.800
5.800
5.800
5.800
1.767
1.767
1.767
1.767
1.767
1.767
1.767
1.767
FORCE
5 P G 'Ii CIVILDESIGN Version 14.06
Serial Number, 1374
WATER SURFACE PROFILE LISTING
416 .000
1372
1.376
1.385
1.401
1.416
'"
m
1 372
1 374
1374
m
3.631
3.631
3.387
3387
3347
'"
2SO
,so
.770
.770
.770
.770
.770
.955
.955
.900
.900
.900
.000
DNORM
.000
.770
.770
.955
.955
.900
.900
.000
DCRIT
.929
.929
.929
.929
.929
.929
.929
.929
.929
.929
.929
.929
DCRIT
.929
.929
.929
.929
.929
.929
.929
.929
SLOPE
.00000
.01114
.01114
.01114
.01114
.01114
.00566
.00566
.00676
.00676
.00676
.00000
.00000
.01114
.01114
.00566
.00566
.00676
.00676
.00000
SFRICT
.000000
.006128
.006943
.007852
.008892
.009749
.006764
.006128
.006128
.006764
.006764
.000000
SFRICT
.000000
.003049
.003049
.003049
.003049
.003049
.003049
.000000
Date, 1- 4-2006 Time,l!: 5,22
PAGE
I Station
L/Elem
..................
Invert
Elev
....................................................................................................................................................................................................................................................
Ch Slope
..................
I
1002.470 1025.210
-I-
17.060
1
1019.5301025.400
-I-
17.670
1
1037.2001025.500
-I-
24.780
1
1051.9801025
-I-
I
-I-
.0111
1
-I-
1
-I-
.0068
1
.600
-I-
.0057
I
I
I
1002.47
1003.48
'I
100449
100550
I "',."
100752
I
100853
1009.54
I
1010.55
1011 56
Page 1 01
I
, 2
, ,
1037.200
1034.731
Temecula Lane I
Lateral A-I
Lorna Linda Road
Water
Elev
'"
-I-
I
132
-I-
1
810
-I-
1
.855
-I-
Temecula Lane
Lateral A-I
Lorna Linda Road
Q
(CFS)
Vel Vel Energy
(FPS) Head Grd.E1.
.1.
Super Critical Plow Top Height/ Base 'lit
E1ev Depth Width Dia.-FT or 1.0.
X-Fall
SF Ave HF
:~..~;~ ~:~~~;..~ ~~~..~..
..............1.............. ..................
5.80 .28
,I, -I-
1
5.80 28
-I- -I-
1
5.80 3.28
-I- ,I,
I
5.80 3.28
.1, ,I,
\"JSt: ~
c
Printed: 06/15/2006 04:00:19 PM PM
. ,
. ,
4 ,
1051.980
1045.670
1037.200
, ,
1051.980
STATION
1002.470
1002470
1019 530
Depth
(FT)
2.4701027
-I-
1
2.3322027
-I-
1
310 2027
-I-
I
2.2551027
-I-
.,
1
B5
-I-
.os
I
."
-I-
.os
1
1027.98
-I-
.os
1
1028.02
-I- -I-
c:i3"I\-"\"
.17 1027
-I-
.0030
1
.271027
-I-
.0030
I
."
-I-
.0030
1
."
H
1.500
-I-
.013
1
1.500
-I-
.013
1
1.500
-I-
.013
1
1.500
-I- -I- -I- ,I, -I- I,
10 d. 7. '65 S t 1.J" (().17)~ I o~ 'is,V'
.00
-I-
2.47
I
.00
-I-
.00
I
.00
-I-
2.31
1
.00
:=.
.93
,I,
.00
1
-I-
.00
1
-I-
.00
I
.93
.93
.93
"N"
.00
.n
.00
."
.00
.90
.00
w
-I-
1
-I-
I
-I-
I
.000
-I-
.00
I
.000
-I-
.00
1
.000
-I-
.00
1
.000
'L
No 'lith
Prs/Pip
E
ZR
Typ' Ch
.00
.00
o
I,
PIPE
1
o
I,
PIPE
1
I.
PIPE
1
.0
.0
.00
.0
.00
.00
.00
.00
o
.0
R
')A.
Modified: 01/04/2006 11 :05:28 AM AM
I
I 1012.57
1013.58
I 1014.59
1015.61
I 1016.62
1017.63
I lOlB .64
1019.65
I 1020.66
1021.67
I 1022.68
1023.69
1024.70
I 1025.71
1026.72
I 1027.73
1028.74
I 1029.75
1030.76
I 1031.77
1032.78
I 1033e79
1034.80
I 1035.81
1036.82
I 1037.83
1038.84
I 1039.86
1040.87
1041.88
I 1042.89
1043.90
I 1044.91
1045;92
I 1046.93
1047.94
I
H:IPDAT AI 151 008341CalcslHydrolWSPGILoma LindalA-1.0UT
c
H
R
W E
c
. E
R
H
/
1,?
Printed: 06/15/2006 04:00:19 PM PM
Modified: 01/04/2006 11 :05:28 AM AM
Page 2 01
I
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1049.96
I 1050.97
1051.98
I
H:IPDA T AI151008341CalcslHydrolWSPGILoma LindalA-1.0UT
c
H
WE. R
1025.210 1025.491 1025.772 1026.054 1026.335 1026.616 1026. e97 1027.179 1027 .460 1027.741 102e .022
lOT E S
. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W . WATER SURFACE ELEVATION
S = SUPER-ELEVATION
I H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y . WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
I
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Printed: 06/15/2006 04:00:19 PM PM
Modified: 01/04/200611:05:28 AM AM
Page 3 01
I
I Temecula Lane I
Li!lt A-2
Lorna Linda Road
1003.1901::122.540
R 1043.6501022.740
R 1047.2501022.970
. 1066.0601024.301
1080.5401025.097
1060.5401025.097
14 1 .000
o 1.400
I
I
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I
I
I
I
I
I
I
I
I
I
I
I
I
1
1
1
1
1
1
1.500
.0
H:IPDA TAl 151 008341CalcslHydrolWSPGILoma LindalA-2. WSW
1027.110
.013
.013
.013
.013
1025.097
.000 .000 .000 .00
.000
.000
53.043
.000
.0000
.0000
.0000
.0000
~1
Printed: 06/15/2006 04:00:19 PM PM
Modified: 01/04/2006 11 :25:48 AM AM
Page 1 01
1
I DOWNSTREAM
LEMENT NO
ELEMENT NO
ILEMEN'!' NO
LEMEN'!' NO
LEMENT NO
LEMENT NO
ELEMENT NO
ELEMENT NO
ILEM"" NO
LEMENT NO
LEMENT NO
LEMENT NO
LEMENT NO
ELEMENT NO
IEL::: ~~
EMENT NO
LEMEN'!' NO
LEMENT NO
ELEMENT NO
ELEMENT NO
ILEMENT NO
LEMENT NO
ELEMENT NO
ELEMENT NO
CLEMENT NO
LEMENT NO
LEMENT NO
LEMENT NO
ELEMENT NO
ELEMENT NO
IEMENT NO
EMENT NO
EMENT NO
LEMENT NO
ELEMENT NO
ELEMENT NO
IEM"" NO .
EMENT NO =
LEMEN'!' NO _
LEMENT NO _
ELEMENT NO
ELEMENT NO
ELEMENT NO
ILEM"" NO
LEMEN'!' NO
1 uPSTREAM
IELEMENT NO
ELEMENT NO
ELEMENT NO
fLEMENT NO
EMENT NO
EMENT NO
ELEMENT' NO
I~:: ::
o FILE: A-2 WS"
I
STATION
"
1003.190
INVERT
1022540
1022 740
1022.733
1022.725
1022.717
1022.709
1022700
1022.691
1022.681
1022.672
1022.661
1022.651
1022.640
1022.628
1022.617
1022 .604
1022.591
1022.578
1022.564
1022 .549
1022.540
1022.970
1022.740
1024.301
1024.010
1023.400
1022.970
1025.097
1025.096
1025.092
1025.086
1025.071
1025.064
1025.048
1025.028
1025.003
1024.972
1024.934
1024.889
1024.832
1024.762
1024.674
1024.560
1024.405
1024.301
1025097
INVERT
1022.540
1022.540
1022.740
1022.740
1022.970
1022970
1024301
1024301
1025 097
1025.097
Temecula Lane
Lat A-2
Lorna Linda Road
DEP'rn
H:\PDAT A\15100834\Calcs\Hydro\WSPG\Loma LindalA.2.0UT
SLOPE
DEPTII
4.570
4.570
4.377
4 377
4 148
4.148
2.822
2.822
2.028
2.028
Q
.438
1.400
AREA
.429
.177
.186
.195
.205
.215
.225
.236
.248
.260
.273
.286
.300
.314
.330
.346
.363
.380
.399
.419
.429
.178
.177
.198
.189
.180
.178
.437
.415
.396
.377
.360
.343
.327
.312
.297
.284
.270
.258
.246
.234
.223
.213
.203
.198
.437
AREA
1.767
1.767
1.767
1.767
1.767
1.767
1.767
1.767
1.767
1.767
FORCE
.219
.360
.345
.332
.319
.307
.296
.285
.276
.267
.259
.251
.245
.239
.234
.229
.226
.223
.221
.220
.219
.359
.360
.327
.341
.355
.359
.219
.220
.221
.223
.226
.230
.234
.240
.246
.253
.260
.268
.277
.287
.298
.309
.321
.327
FORCE
6 785
6444
6.444
6.039
6.039
3.696
3.696
2.293
2.293
W 5 P G W CIVILDESIGN Version 14.06
prOSram Package Serial Number: 1374
WATER SURFACE PROFILE LISTING
DNORM
.000
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.234
.219
.000
DCRIT
OCRIT
.443
.00000
SPRICT
.000000
.062359
.054452
.047545
.041530
.036271
.031688
.027685
.024189
.021134
.018468
.016142
.014111
.012337
.010787
.009434
.008251
.007218
.006316
.005527
.005151
.061717
.062359
.045451
.052043
.059593
.061717
.004909
.005657
.006464
.007388
.008446
.009657
.011043
.012628
.014445
.016526
.018909
.021635
.024759
.028341
.032443
.037140
.042521
.045451
.000000
SPRICT
.000000
.000178
.000178
.000178
.000178
.000178
.000178
.000178
.000178
.000000
Date: 1- 4-2006 Time 11:25:48
PAGE
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.00494
.00494
.00494
.00494
.00494
.00494
.00494
.00494
.00494
.00494
.00494
.00494
.00494
.00494
.00494
.00494
.00494
.00494
.0049-4
.00-494
********************************..***********.****.***..*****....*......*....******..***..***.******.******..****************..***....*..
Invert
Station Elev
I*;~~~;~** ;~*~~~~;*
I
1003.190
-I-
I 40.460
1043.6501
-I-
600
I
11047250 1022.970
,I.
20.830
I
1068.060
-I,
12.460
l 1080 5401 1025
,I,
1022.540
,I,
I
1022.740
.1.
I
-I-
.0639
I
1024.301
,I,
;0639
I
'"
-I-
, ,
, ,
"
, ,
, ,
, ,
, ,
, ,
"
"
"
"
, ,
"
"
, ,
, ,
, ,
, ,
, ,
1043.650
10-42.155
1040.597
1038.979
1037.292
1035.540
1033.716
1031.817
1029.838
1027.780
1025.641
1023.416
1021.100
1018 .685
1016.181
1013.559
1010.828
1007.971
1004.929
1003.190
Water
Elev
no
'1'
I
'"
-I-
1
1027.118
,I,
I
m
-I-
I
,I,
Q
(CF3)
1.40
-I-
I
1.40
-I-
I
"
-I-
I
1.40
.1.
I
140
-I-
.235
.243
.251
.260
.269
.278
.287
.297
.307
.317
.328
.339
.351
.363
.375
.388
.402
.416
.430
.438
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.-400
1.-400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1047.250
1043.650
.
.
.
.
1068.080
1063.522
1053.987
1047.250
.236
.235
1.400
1.400
5'
5'
5'
5'
5'
5'
5'
5'
5 ,
5 ,
5'
5'
5'
5 ,
5 ,
5'
5'
5'
1080540
1080.520
1080464
1080365
1080.221
10811.025
1079.774
1079.458
107!1.065
1078.583
1077.994
1077.278
1076.397
1075.305
1073.927
1072.140
1069.713
1068.080
.254
.246
.238
.236
1.400
1.400
1.400
1.400
55
1080.540
.443
.427
.413
.399
.386
.373
.361
.349
.337
.326
.315
.305
.295
.285
.276
.267
.258
.254
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
1.400
STATION
,
1003.190
.443
1.400
1003.190
1043.650
1043.650
1047.250
1047.250
1068.080
5
5
1068.080
1080.540
Q
1.400
1.400
1.400
1400
1400
1400
1400
1.400
1.400
1400
VO'
(FPS)
-I-
SF Ave
...*..*..*1......**.
Vol
Head
.79
-I-
.011027.12
-I-
.0002
I
.01 1027.13
-I-
.0002
I
."
-1-
.0002
I
.011027
,I,
.0002
I
.011027.14
-I-
6
1080540
.79
-1-
.79
-I-
.79
,I,
.79
-I-
r
w s ~(OJ
Printed: 06/15/2006 04:00:19 PM PM
o
Depth
1FT)
.0049
4.5701027
-I-
I
4.377 1027
-I-
I
4.148
-I-
I
2.8221027
-I-
I
2.028 1027.125
-I-
.0639
Enersy Super Critical Flow Top Height! Base Nt I
Grd.El. Elev Depth Width Dia.-FT or 1.0. ZL
- - - - - -
HF ~~..~;~ ::~~~;.~ ~~~*~. U:~:H *~:::;~I**;~" ;n>;*~
.00 .44 .00 1.500 .000 .00
-I- -I- -I- ,I, -I-
4.57 .00 .44 .013 .00
I I I I I
.00 .44 .00 1.500 .000
,I, ,I. -I- -I- -I-
4.38 .00 .23 .013 .00
I I I 1 I
.00 .44 .00 1.500 .000
,I, -I- -I- .1. -I-
.00 .00 .23 .013 .00
I I I I I
.-44 .00 1.500 .000
,I, ,1, -I- -I- .\.
2.82 .00 .23 .013 .00
1 I I I I
.00 .44 .00 1.500 .000
(~I;'I\:;:(,~I io'~7:1,.)..sl~ \.JJO-OI)
Modified: 01/04/2006 11 :25:54 AM AM
,I,
."
1
,I,
.00
1
1027.13
'\'
.00
I
B
.1.
.00
1
.00
DNORM
m
.000
.443
.443
.234-
.234
.234
.234
.234-
.234
.000
.443
.443
.06388
.06388
.443
.443
.443
.443
.06390
.06390
.06390
.06390
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.443
.06389
.06399
.06389
.06389
.06389
.06389
.06389
.06389
.06389
.06389
.06389
.06389
.06389
.06389
.06389
.06389
.06389
.06389
.443
.00000
SLOPE
.443
.00000
.443
.443
.00494
.00494
.443
.443
.06388
.06388
.443
.443
.06390
.06390
.443
.443
.06389
.06389
.443
.00000
No Wth
Prs/Pip
.00
1
I,
PIPE
I
1
I,
PIPE
I
1
I,
PIPE
I
,
I,
PIPE
1
,0
.00
.0
.00
.00
.0
.00
.00
.0
.00
~
\O~7.
.00
.0
Page 1 ot
I H:IPDA T AI151 00834ICalcs1Hydro1WSPGILoma LindalA.2.0UT
I Temecula Lane I
Lat A-2
I Lorna Linda Road
I 1003.19 ., C H W . R
1004 :77
I 1006.35
1007.93
I 1009.50
1011.08
I 1012.66
1014.24
1015.82
I 1017.40
lOU.98
I 1020.55
1022.13
I 1023.71
1025.29
I 1026.87
1028.45
I 1030.03
1031.60
I 1033.16
1034.76
I 1036.34
1037.92
I 1039.50
1041.08
1042.65
I 1044.23 C H H . R
1045.81
I 1047.39 C H H . R
1048.97
I 1050.55 1f>"
1052.13
I Printed: 06/15/200604:00:19 PM PM Modified: 01/04/2006 11 :25:54 AM AM Page 2 01
I
I 1053.70
1055.28
I 1056.86
1058.44
I 1060.02
1061.60
I 1063;18
1064.75
I 1066.33
1067.91
I 1069049
1071.07
I 1072,65
1074.23
I 1075.80
1077 .38
I 1078.96
1080.54
I
H:IPDA TAl 151 008341CalcslHydrolWSPGILoma LindalA-2.0UT
C H
W. R
C W
WE. R
1022.540 1022.999 1023.459 1023.918 1024.378 1024.837 1025.297 1025.756 1026.216 1026.675 1027.135
NOT E S
1. GLOSSARY
I I" INVERT ELEVATION
C .. CRITICAL DEPTH
W " WATER SURFACE ELEVATION
S " SUPER-ELEVATION
H " HEIGHT OF CHANNEL
E " ENERGY GRADE LINE
X .. CURVES CROSSING OVER
I B.. BRIDGE ENTRANCE OR EXIT
Y " WALL ENTRANCE OR EXIT
2. STATIONS FOR .POINTS AT A JUMP MAY NOT BE PLOTTED EXACI'LY
I
I
I
I
I
70
I
Printed: 06/15/2006 04:00:19 PM PM
Modified: 01/04/2006 11 :25:54 AM AM
Page 3 01
I
H:IPDA TAl 151 00834ICalcs1Hydro1WSPGILoma LindalA-3. WSW
I '1'1 TemeC'Ula Lane I
T'
'1'3 Lat A3
SO 100.0001020.010 1
R 147.2401021.250 1
R 163.1701022.840 1
SH 163.1701022.840 1
I CD 1 4 1 .000 1.500
Q .800 .0
1025.010
.013
.013
.000 .0000
.000 .0000
1022.840
.000 .000 .000 .00
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~
Printed: 06/19/200610:43:50 AM AM
Modified: 06/19/2006 10:42:26 AM AM
Page 1 of 1
I
I
H :IPDA TAl 151 00834\Calcs\Hydro\WSPGlLoma LindalA-3.0UT
6100
.
ELMCHG SUB. PAA.NO. ELEMENT RECORD CHN.TYPE SECTION
.
Q-ADD
I ELMCHG SUB. PAR.NO. ELEMENT RECORD CHN.TYPE SECTION
2160
3
ELMCHG SUB. PAR.NO. ELEMENT RECORD CHN.TYPE SECTION
Q-ADD
I
2160
I
Q-ADD
.
1100
1
ELMCHG SUB. PAR.NO. ELEMENT RECORD CHN.TYPE SEC"I'ION
Q-ADD
I
DWNSTM HDWKDS PAR.NO. STATION
30
163.170
I
DWNSTM HDNKDS PAR. NO. STATION
3S
163.170
I
no
DWNSnI RCHDS PAR NO. STATION
I
1400
163.170
.BOO
.800
.BOO
Q-FACT
NEW'Q
OCR!T
DN"ORM
Q
eEPTH
ec
1.000
.BOO
.333
.BOO
.333
.333
Q-FACT
NEW'Q
OCR!T
DNORM
Q
DEPTH
ec
1.000
.800
.333
.161
.BOO
.333
.333
o FACT
NEW-Q
DCRIT
DNORM
Q
DEPTH
c
1.000
.800
.333
.221
.800
.333
.333
Q-FACT
NEW Q
DCRIT
DNORM
REACH SUB. PAR.
INVERT
DWNSTM RCHDS REACH ENTERED FROM PARAGRAPH 1600
FACT CRrT
I
STATION
30
163.170
1022.840
I
REACH SUB. PAR.
INVERT
STATION
360
163.162
1022.839
I
REACH SUB. PAR.
INVERT
STATION
360
163.135
1022.B37
REACH SUB. PAR.
STATION
INVERT
I
360
163.0911022.832
REACH SUB. PAR.
STATION
INVERT
I
'"
163.0271022.826
REACH SUB. PAR.
STATION
INVERT
I
360
162.941 1022.817
REACH SUB. PAR.
STATION
INVERT
I
360
162.8301022.806
REACH SUB. PAR.
STATION
INVERT
I
360
162.693 1022.792
REACH SUB. PAR.
STATION
INVERT
I
'"
162.525
1022.776
REAca SUB. PAR.
STATION
INVERT
Page 1 of 7
I
4 1 .800 1.000
DOWNSTREAM PROCESSING DEBUGGING TRACE
Q
.800 -1.0
.333
Q
FACT CRIT
.800 -1.0
.333
Q
FAC"!' ClUT
.800 -1
.333
Q
FACT CRIT
.800 -1.0
.333
Q
FAC"!' CRIT
.800 -1.0
.333
Q
FACT CRIT
.800 -1.0
.333
Q
FACT CRIT
.800 -1.0
.333
Q
FAC"!' CRIT
.800 -1.0
.333
Q
FACT CRIT
.800 -1
.333
Q
,^CT
CE!T
Printed: 06/19/2006 10:43:49 AM AM
eN
ONORM
ONORM
ONORM
ONORM
ONORM
DNORM
ONORM
DNORM
ONORM
ONORM
.800
.333
AREA
FORCE
AREA
FORCE
.292
.108
AREA
FORCE
WETP
so
sc
"
.161
.292
.108
1.471
.099813
.004989
.004989
AREA-N
HO-VEL-N O-PREV
AREA P
HO-VEL P SF-PREV
.161
.102 .961 .332
.290
.118 .005
AREA,N
HO-VEL-N O-PREV
AREA P
HD-VEL P SF-PREV
.161
.102 .961 .321
.290
_130 .006
AREA'N
HO-VEL-N 0 PREV
AREA P
HO-VEL P SF-PREV
.161
.102 .961 .310
.290
.143 .007
AREA'N
HO-VEL-N D PREV
AREA-P HD-VEL P SF-PREV
.161
.102
.300
.961
.290
.157
.008
AREA-N
HD-VEL-N D-PREV
AREA-P HD-VEL P SF-PREV
.161
.102
.961
.290
.290
.173
.009
AREA N
HD-VEL-N D PREV
AREA P HD-VEL P SF-PREV
.161
.102
.961
.281
.290
.190
.010
ARBA-N
HD-VEL-N 0 PREV
AREA P HD-VEL P SF-PREV
.161
.102
.96"1
.272
.290
.209
.011
AREA-N
HD-VEL-N D-PREV
AREA-P HD-VEL P SF-PREV
.161
.102
.961
.263
.290
.230
.013
AREA-N
HD-VEL-N D-PREV
J\REA-P HD-VEL P SF-PREV
.161
.102
.961 .254
.290
.253 .015
J\REA-N
?b
HD-VEL-N D-PREV
AREA-P
HD VEL P SF PREV
Modified: 06/19/200610:43:00 AM AM
I
I
REACH SUB. PAR.
I
REACH SUB. PAR.
I
REACH SUB. PAR.
I
REACH SUB. PAR.
I
REACH SUB. PAR.
I
REACH SUB. PAR.
I
REACH SUB. PAR..
I
REACH SUB. PAR .
I
REACH SUB. PAR.
I
REACH SUB. PAR .
I
REACH SUB. PAR.
REACH SUB. PAR.
I
360
162.321
U22.755
INVERT
1022.731
INVERT
STATION
161.7881022.702
INVERT
.800 -1.0
.333
H:IPDA T AI 151 00834ICalcs1Hydro1WSPGILoma LindalA-3.0UT
.278 .017
Q
FACT CRIT
DNORM
.161
.102
.961 .246
STATION
360
162.078
STATION
161.443 1022.668
INVERT
.800 -1.0
.333
AREA-N
HD-VEL-N D-PREV
360
STATION
J60
161.031 1022.627
360
STATION
360
INVERT
STATION
160.536 1022.577
INVERT
159.939 1022_518
J60
STATION
360
INVERT
STATION
159.209 1022.445
INVERT
J60
158.298
1022.354
INVERT
1022.237
INVERT
1022.079
INVERT
1021.849
STATION
149.221 1021.448
INVERT
J60
Q
FACT CRIT
DNORM
.161
.961 .238
STATION
360
157.126
.800 -1.0
.333
.102
AREA,N
HD-VEL~N D-PREV
STATION
3'0
155.547
Q
FACT CRIT
DNORM
.161
.102
.961
STATION
360
153.237
.800 -1.0
.333
AREA, N
HD-VEL-N D-PREV
Q
FACT CRIT
DNORM
.161
.961
.800 -1.0
.333
_102
AREA-N
HD-VEL-N O-PREV
Q
FACT CRIT
ONORM
.161
.961
.800 -1.0
.333
.102
AREA-N
HD-VEL-N 0 PREV
Q
FACT CRIT
DNORM
.161
.102
.961
.800 -1.0
.333
AREA'N
HD-VEL-N 0 PREV
Q
FACT CRIT
DNORM
.161
.102
.961
.800 -1.0
.333
AREA.N
HD-VEL-N D-PREV
Q
FACT
ORIT
DNORM
.161
.102
.961
.800 -1.0
.333
AREA-N
HD-VEL-N
D-PREV
Q
FACT
ORIT
DNORM
.161
.102
.961
.800 -1.0
.333
AREA.N
HD-VEL-N
D-PREV
Q
DNORM
.161
.102
.961
FACT
ORIT
AREA-N
D-PREV
.800 -1
.333
HD-VEL-N
.161
.102
.961
Q
DNORM
AREA-N
D-PREV
FACT
ORIT
HD-VEL-N
.161
.102
.961
.800 -1
.333
AREA.N
HD-VEL-N D-PREV
Q
DNORM
.161
.961
FACT CRIT
.800 -1.0
.333
.102
REACH - BERNLI ENTERED FROM PAR.NO. CHN-LNGTH LNGH-GONE LNGTH TO GO DEPTH
I 1000 15930 13.949 1.981 .166
BERNLI SUBROUTINE PAR.NO. FACTF
I
'"
-1.0
BERNLI SUBROUTINE PAR.NO. XINC
I
REACH SUB. PAR.
I
'"
STATION
.001
1400 147.240 1021 250
INVERT
DWNS'IM ROiDS PAR. NO. STATION
163.170
I
110
Page 2 of 7
I
1600
DF
DNORM
CONSTF
.166
.161
m
DI
CONI
CONSTF
.165
1.152
1.144
Q
DNORM
FACT CRlT
.800
.1
.333
Q
DEPTN
c
DN
.800
.161
.166
.333
Printed: 06/19/2006 10:43:49 AM AM
D(1)
CONST(l)
CONST(2)
D(2)
_Ul
1.221
1.127
.166
AREA-N
HD-VEL-N 0 PREV
.161
.961
.102
AREA
WET'
FORCE
.290
.108
.290
AREA ,
HD-VEL P SF-PREV
.290
.306 .019
AREA-P
HD-VEL P SF-PRE'\'
_230
.022
.290
.337
AREA-P HD-VEL P SF-PREV
.223
.370
.026
.290
AREA P HD-VEL P SF-PREV
.216
.407
.029
.290
AREA-P HD-VEL P SF PREV
.209
.034
.290
.448
AREA-P HD-VEL P SF PREV
.202
.038
.290
.493
AREA P lID-VEL P SF-PREV
.195
.044
.290
_542
AREA-P
HD-VEL P SF-PRIN
.189
.596 .050
.290
AREA.'
HD-VEL P SF-PREV
.183
.656 .058
.290
AREA-P
HD-VEL P SF-PRE'\'
.177
.290
.721 .066
AREA-P
HD-VEL P SF-PREV
.171
.794 .076
.290
AREA P HD-VEL P SF-PREV
.166
.087
_290
.873
AREA-P HD-VEL P SF-PREV
.165
.090
.106
.891
60
,c
"
1.468
.004989
.005049
.099813
~
Modified: 06/19/200610:43:00 AM AM
I
I
DWNSTH RC:iDS PAR.NO. STATION
1220 147.240
H:IPDA TAl 151 00834ICalcsIHydroIWSPG\Loma LindalA-3.0UT
Q DEPTH
c
ON
.800 .165
.3B
.221
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REACH SUB. PAR.
DWNSTM RCHDS REACH ENTERED FROM PARAGR.AP:-I 1600
DNORM
I
REACH SUB. PAR.
I
REACH SUB. PAR.
I
REACH SUB. PAR.
I
REACH SUB. PAR.
I
REACH SUB. PAR.
I
REACH SUB. PAR.
I
REACH SUB. PAR.
I
REACH SUB. PAR .
I
REACH SUB. PAR.
STATlON
INVERT
Q
FACT
AREA FORCE
.106 .195
WETP SO SC SF
1.014 .026249 .004989 .089541
AREA'N
HD-VEL-N
D PREV
3D
147.240 1021.250
CRIT
.800 -1.0
.333
.221
.162
.377
STATION
INVERT
Q
FACT CRIT
DNORM
AREA.N
HD-VEL-N D-PREV
360
145.929 1021.216
.800 -10
.333
.221
.162
.377
STATION
INVERT
Q
FACT CRIT
DNORM
AREA N
HD-VEL-N D-PREV
360
144.479 1021.177
.800 -1.0
.333
.221
.162
.377
STATION
INVERT
Q
FACT CRIT
ONORM
AREA-N
HD-VEL-N D-PREV
360
142.8521021.135
.800 -1
.3B
.221
.162
.377
STATION
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Q
FAC"!' CRIT
DNORM
AREA-N
HD-VEL-N D-PREV
360
140.994 1021.086
.800 -1
.333
.221
.162
.377
STATION
INVERT
Q
FACT CRIT
DNORM
AREA-N
HD-VEL-N D-PREV
360
138.800 1021.028
.800 -1.0
.333
CRIT DNORM AREA-N HD-VEL-N D PREV
Q FACT
_800 -1
.221
_162
.377
Q
DNORM
.333 .221 _162 .377 .201
o PREV
47240
35.888
STATION
INVERT
FACT CRIT
.800 -1.0
.333
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136.096
1020.957
Q
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DNORM
_221
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STATION
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.800 -1.0
.333
AREA-N
HD-VEL-N
D-PREV
360
132.474
1020.862
Q
FACT CRIT
DNORM
.221
.162 .377
STATION
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.800 -1.0
.333
AREA,N
HD-VEL-N D-PREV
360
126.780
1020.713
.221
.162
.377
STATION
INVERT
REACH BERNLI ENTERED FROM PAR.NO. ctm-LNGTH LNGH-GONE LNGTH TO GO DEPTH
I
360
111 352 1020.308
1000
BERNLI SUBROUTINE PAR.NO. FACTF
I
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I
>CO
-1.0
STATION
INVERT
1400
100.0001020.010
DWNSTM RCHDS PAR.NO. STATION
I
110 1
I
1600
147.240
DWNSTM Q'I'LTDS PAR.NO. STATION
6050 100.000
1 DOWNSTREAM STATION
I
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
I
1
100.000
1020.010
o
.80D
INVERT
OF
DNORM
CONSTF
147.240
145.929
144.479
1021.250
1021.216
1021.177
.221
.221
.748
o
FACT CRIT
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.333
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c
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.333
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.333
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.221
.800
.165
.170
.176
.800
.800
.800
Page 3 of 7
Printed: 06/19/200610:43:50 AM AM
11.352
.221
D(l)
CONST(l)
D(2)
CONST(2)
.221
.749
.221
AREA-N
HD-VEL-N D-PREV
.221
.162
.377
AREA
FORCE
WETP
.106
.195
1.014
FORCE
.162
AREA
.137
FORCE
DNORM
.162
.137
.000
.106
.111
.116
.195
.187
.179
.221
.221
.221
AREA, .
HD-VEL P SF-PREV
.165
.106
.891
.090
AREA-P HD-VEL 0' SF-PREV
.170
.106
.810
.078
AREA-P HD-VEL P SO' PREV
.176
.106
.736
.068
AREA P HD-VEL P SF-PREV
.182
.106
.669
.059
AREA P HD-VEL P SF-PREV
.188
_106
.608
.052
AREA-P HD-VEL 0' SF PREV
.194
.106
.553
.045
AREA-P HD-VEL P SF-PREV
.106
.503
.040
AREA"
HD-VEL P SF-PREV
.207
.106
.457 .035
AREA.F
HD-VEL P SF-PREV
.214
.106
.416 .030
AREA P HD-VEL P SF-PREV
.221
.106
_378
.026
.747
AREA P HD-VEL P SF-PREV
.221
.162
.378
.026
so
sc
SF
.026249
.004989
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OCRIT
SLOPE
SPRIC"!'
.3D
.00000
.000000
~
.333
.333
.333
.02625
.02625
.02625
.089541
.078135
.068174
Modified: 06/19/200610:43:00 AM AM
I
I
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
I
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMEm' NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
I
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o
,
, 2
, 2
, 2
2 ,
2 2
, 2
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142.852
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3 ,
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163.170
163.162
163.135
163.091
163.027
162.941
162.830
162.693
162.525
162.321
162.078
161.788
161-443
161.031
160.536
159.939
159.209
158.298
157.126
155.547
153.237
149.221
147.240
, 6
163.170
I
DWNSTM OTLTUS PAlLNO. STATION
31 100.000
I
"
UPSTRM RCHUS PAR.NO. STATION
100.000
I
60
UPSTRM RCliUS PAR.NO. STATION
147.240
I 32
no
UPSTRM RCliUS PAR. NO. STATION
I
60
147.240
UPSTRM RCHUS PAR. NO. STATION
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no
163.170
UPSTRM HDWKUS PAR.NO.
5015
163.170
STATION
; UPSTREAM
I
ELEMENT N'J
ELEMENT N-J
ELEMENT N-J
I
ELEMENT NJ
ELEMENT NJ
ELEMENT N'J
o
,
STATION
1
100.000
H:IPDATAI 151 008341CalcslHydrolWSPGILoma LindalA.3. OUT
1021.135
1021 086
1021.02B
1020951
1020.862
1020.713
1020.30B
1020.010
1022.840
1022.839
1022.B31
1022.832
1022.826
1022.81'1
1022.B06
1022.792
1022.776
1022.755
1022.731
1022.702
1022.663
1022.627
1022 .577
1022.51.3
1022.445
1022.35-1
1022.237
1022.0B
1021.80
1021.443
1021.25~
1022.840
.182
.188
.194
.201
.207
.214
.221
.221
.333
.321
.310
.300
.290
.281
.272
.263
.254
.246
.238
.230
.223
.216
.209
.202
.195
.lB9
.lB3
.177
.171
.166
.165
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.800
.800
.800
.800
.800
.800
.800
.800
.800
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.800
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.BOO
.800
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.800
.800
.800
.800
.800
.800
.800
.800
.800
.800
.800
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.128
.134
.141
.147
.155
.162
.162
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.277
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.252
.240
.229
.218
.208
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.189
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.172
.164
.156
.149
.142
.135
.129
.123
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.107
.106
.292
UPSTREAM PROCESSING DEBUGGING TRACE
AREA FORCE
Q DEPTH DC
.800 5.000 .333
Q
.800
Q
.800
Q
.800
o
.800
.800
INVERT
1020.010
1020010
1021 250
1021 250
1022840
1022.840
DEPTH
5.000
DEPTH
3.763
DEPTH
3.763
DEPTH
2.174
Q
DEPTH
5.000
5.000
3.763
3.763
2.174
2.174
c
.333
c
.333
c
.333
c
.333
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.800
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AREA
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,
100.000
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,
147.240
163.170
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AREA
1.767
AREA
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1.767
1.767
1.767
1.767
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1.767
D/S-STA-2 D/S.D-2
100. OO~ .221
.333
7.522
I JUMpp OTLTJP PAR.NO. STATION U/S DEPTH U/S-DCRIT IS-FORCE D/s-FORCE
.172
.165
.159
.153
.147
.142
.137
.137
.108
.108
.109
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.124
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.132
.136
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.146
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.157
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.178
.185
.194
.195
.10B
FORCE
1.767
FORCE
1.767
FORCE
1.767
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1.767
FORCE
2.527
FORCE
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5.335
5.335
2.527
2 527
_221
.221
.221
.221
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.161
.161
.161
.161
.161
.161
.161
.161
.161
.161
.161
.161
.161
.161
.161
.161
.161
.161
.161
.161
.161
.161
.000
WETP
7.522
WETP
5.335
WETP
5.335
WETP
2.527
ONORM
m
.000
so
4.712
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163.170
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100.000
JUMpp RCHJP PAR.NO. STATION
105Q 100.000
I
5.000
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4.712
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4.712
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.333
.333
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.02625
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.045320
.039565
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.030142
.026320
.026332
.004989
.005776
.006609
.007563
.008656
.009907
.011343
.012984
.014869
.017027
.019496
.022329
.025569
.029286
.033553
.038441
.044039
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.057B03
.066227
.075884
.086958
.089541
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.000058
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.000058
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.000058
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.000058
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Page 4 of?
OCR'"
DC U/S-F-l D/S-F-1 U/S-P-2 O/S-F-2
.333 5.335 .195 7.522 .137
Printed: 06/19/200610:43:50 AM AM
.333
.333
.333
.333
.333
.333
.333
.333
.333
.333
.333
.333
.333
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.09981
.09981
.09981
.09981
.09981
.09981
.09991
.09991
.09981
.09981
.09981
.09981
Modified: 06/19/200610:43:00 AM AM
.333
.00000
SC
.004989
,c
.004989
SC
.0049B9
,c
.004989
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.333
.00000
.333
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SC
.02625
.004999
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H :IPDA T AI 151 00834ICalcslHydrolWSPGILoma LindalA.3.0UT
u/S DEPTH u
.DODDO/S-DEPTH ..
.DClOOFORCE
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.0000
JUMPP RCHJP PAR. NO. STATION DIS STA-2
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JUMPF HDWKJP PAR.NO.
STATION U/5-D-2 U/S-DC-2 D/s-F-I U/S-F-l
6010
END OF JUMP PASS
o FILE; A-3.WSW
163.170 2.174 .333 .10a 2.527
W 5 P G W CIVILDESIGN Version 14.06
Program Package Serial Number, 1374
WATER SURFACE PROFILE LISTING
PAGE
Date, 6-19-2006
Time,lO,42,SB
Temecula Lane I
Lat A3
".."'......*.......*.*..........***..***......."....................."....".."...**....,,**...........*******...**..............
I Invert Depth Water Q V" V', Energy Super Critical Flow Top Height/ Base Wt No Wth
Station Elev ''''' Elev (CFS} (FPS) Head Grd.E1. Elev Depth width Dia.-FT 0' 1.D. ZL Pre/Pip
-I- -I-
L/Elem ICh Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X-Fall Z. Type Ch
*................ ................. ........***** ********* .......1....... *******..* ******* ....*****
I
100.000 1020.010 5.000 1025.010 .80 ,45 .00 1025.01 .00 .33 .00 1.500 .000 ,00 1 .0
-I- -I- -I- -I- -I- -I- .1. .j. -I- -I- -I- -I- ,I, I,
47 240 .0262 .0001 .00 5.00 .00 .22 .013 .00 .00 PIPE
1 I I I I I I I I I I I j
147 240 1021.250 3.763 1025.013 .80 .4' .00 1025.02 .00 .33 .00 1.500 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I,
" 930 .0998 .0001 .00 3.76 .00 .16 .013 .00 .00 PIPE
1 I I I I I 1 I I I I I I
163.170 1022.840 2.174 1025.014 .80 .4' .00 1025.02 .00 .33 .00 1.500 .000 .00 , .0
-I- -I- -I- -I- -I- -I- -I- ,I, -I- ,I, -I- -I- -I- I.
Temecula Lane I
J-C;.ol tl.J.i(O.O)~IO?.S,OI
Lat A3
100.00 .1 C
101 29
102 58
103 .S?
105.16
106.45
107.74
109.02
110 II
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115 .47
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Printed: 06/19/200610:43:50 AM AM
Modified: 06/19/200610:43:00 AM AM
Page 5 of 7
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H:IPDA TAl 151 00834ICalcslHydrolWSPGlloma lindalA.3.0UT
123.21
124.43
125.n
127.07
128.35
129.65
130.94
132.23
133.52
134.81
136.10
137.39
138.68
139.96
141.25
142.54
143.83
145.l2
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147.70 C H
148.99
150.28
151.57
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156.72
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1020.010 1020.511 1021.011 lo:n.S12 1022.013 1022.513 1023.014. 1023.515 1024.015 1024.516 1025.017
NOT E S
l. GLOSSA.;~Y
I m INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
'71
Printed: 06/19/200610:43:50 AM AM
Modified: 06/19/200610:43:00 AM AM
Page 6 of?
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H :IPDA TAl 151 008341CalcslHydrolWSPGILoma LindalA.3. OUT
s ~ SUPER-ELEVATION
H = HEIGHT OF CHANNEL
E m ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
'?jb
Printed: 06/19/200610:43:50 AM AM
Modified: 06/19/200610:43:00 AM AM
Page 7 of7
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~
DRAINAGE STUDY
LOMA LINDA ROAD
Miscellaneous backup data
TECHNICAL APPENDIX E
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Worksheet 1
Design Procedure forBMP Design Volume
85th percentile runoff event
Designer: Deborah de Chambeau
Company: RBF Consulting, Inc.
Date: 12/8/2005
Projec;t: Temecula Lane I IN 15-100834
Location: Basin A Volume Single Family area near street L and X
1. Create Unit Storage Volume Graph
a. Site location (Township, Range, and Section) T 8S &R2W
b. Slope value from the Design Volume Section 17 (1)
Curve in Appendix A Slope = 1.2 (2)
c. Plot this value on the Unit Storage
Volume Graph shown on Figure 2.
d. Draw a straight line from this point to Is this graph
the origin, to create the graph attached? Yes [iJ No 0
2. Determine Runoff Coeffcient
a. Determine total impervious area AmpervioUS = 8.16 acres (5)
b. Determine total tributary area A.otal 13.6 acres (6)
c. Determine Impervious fraction
I = (5) I (6) i= 0.6 (7)
d. Use (7) in Figure 1 to find Runoff
OR C = .858i3 - .78f + .774i + .04 C= 0.41 (8)
3. Determine 85% Unit Storage Volume
Draw a Vertical line from (8) to the
graph, then a Horizontal line to the
desired V u value Vu= 0.49 in-acre
acre (9)
4. Determine Design Storage Volume
a. VBMP = (9) x (6) ~n-acres ] VBMP = 6.67 in-acre (10)
b. VBMP = (10) 112 [fl-acres] VBMP = 0.56 ft-acre (11)
c. VBMP = (11) x 43560 [ft'l VBMP = 24,226 ft3 (12)
Notes:
Basin A volume.xls
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Design Procedure for BMP Design Volume
85th percentile runoff event
Designer: Deborah de Cham beau
Company: RBF Consulting, Inc.
Date: 12/8/2005
Project: Temecula Lane I IN 15-100834
Location: Basin B Volume Multi Family area near street G and I
i 1. Create Unit Storage Volume Graph
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a. Site location (Township, Range, and Section)
b. Slope value from the Design Volume
Curve in Appendix A
c. Plot this value on the Unit Storage
Volume Graph shown on Figure 2.
d. Draw a straight line from this point to
the origin, to create the graph
2. Detennine Runoff Coeffcient
a. Determine total impervious area
b. Determine total tributary area
c. Detennine Impervious fraction
I = (5) I (6)
d. Use (7) in Figure 1 to find Runoff
OR C = .858i3 - .78i2 + .774i +.04
3. Determine 85% Unit Storage Volume
Draw a Vertical line from (8) to the
graph, then a Horizontal line to the
desired Vu value
4. Determine Design Storage Volume
a. V.MP = (9) x (6) [in-acres]
b. V.MP = (10) 112 [It-acres]
c. V.MP = (11) x 43560 [lt3]
Notes:
Basin B volume.xls
Slope =
Worksheet 1
T 8S &R2W
Section 17
Is this graph
attached? Yes [i] .No 0
~mpervious =
VBMP =
VBMP =
VBMP =
1.2
Arotal
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16.7 acres
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12.01 in-acre
1.00 ft-acre
43,596 ft3
(10)
(11)
(12)
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Design Procedure for BMP Design Volume
85th percentile runoff event
Designer: Deborah de Chambeau
Worksheet 1
Company: RBF Consulting, Inc.
Date: 12/8/2005
Project: Temecula Lane I JN 15-100834
Location: Basin C Volume Multi Family area near street I and J
1. Create Unit Storage Volume Graph
a. Site location (Township, Range, and Section)
b. Slope value from the Design Volume
Curve in Appendix A.
c. Plot this value on the Unit Storage
Volume Graph shown on Figure 2.
d. Draw a straight line from this point to
the origin, to create the graph
Slope =
T 8S &R2W
Section 17
(1)
(2)
1.2
Is this graph
attached? Yes [Xl No 0
2. Determine Runoff Coeffcient
a. Determine total impervious area
b. Determine total tributary area
c. Determine Impervious fraction
I = (5) I (6)
d. Use (7) in Figure 1 to find Runoff
OR C = .858i3 - .78i' + .774i + .04
Ampervious = 4.64 acres (5)
A.otal 5.8 acres (6)
i= 0.8 (7)
C= 0.60 (8)
3. Determine 85% Unit Storage Volume
Draw a Vertical line from (8) to the
graph, then a Horizontal line to the
desired V u value
Vu =
0.72 in-acre
acre
(9)
4. Determine Design Storage Volume
a. VBMP = (9) x (6) [in-acres]
b. VBMP = (10) /12 [It-acres]
c. VBMP = (11) x 43560 [It']
VBMP =
VBMP =
VBMP =
4.17 in-acre
0.35 It-acre
15,141 1t3
(10)
(11)
(12)
Notes:
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TEMECULA LANE - TRACT 31949
WATER QUALITY BASIN
JN 15100834
Descriotion Values Notes
Imperviousness Ratio i 0.76 Plate E-6.3 RCFCD HYdroloay Manual
Runoff Coefficient C 0,56 C - 0.858i3 - 0.78i2 + 0.774i + 0.04
Drain Time of Caoture Volume, hrs t 48
Rearession Constant a 1.582 Table 5.4 ASCE Manual No. 87
Mean Storm Precipitation, in P6 0.6 Figure 5.3 ASCE Manual No. 87
Maximized Detention Volume, in Po 0.53 Po = a * C * P6
Po converted to ac-ftIac Po 0.044
Watershed Area, Acre A 36.1 On-site tributary area
Basin Volume, ac-It Vo 1.59
Additional 20% for sediment, ac-It V 1.91
Stormwater Quality Capture Volume
Orifice Diameter, in 5.0
Area, Sa. It 0.136
Orifice Coefficient 0.62
100% WQ Volume Elevation, It 1,018.50
Top Area, It 30,999
50% WQ Volume Elevation, It 1,016.00
Top Area, It 21,667
Empty Basin Elevation, It 1,015.00
Too Area, It 17,981
Drawdown trom 100% to 50%, Hrs 34 v 6t:. betwe-<'n 5) 'I- Ov>.d
Desirable 24-48 hours
Drawdown from 100% to Empty 51 W'/")r, h.cTI.J<vr. 4-<'\ c.".".,c{
Desirable 48-72
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1 0.455 0.455 0.455
1016 0.497 - - -
1 0.540 0.540 0.995
1017 0.583 - - -
1 0.626 0.626 1.621
1018 0.668 - - -
0.5 0.690 0.345 1.966
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