HomeMy WebLinkAboutCT 83-04; Windsong Shores; Storm Water Interceptor Calculations; 2000-04-28STORM WATER INTERCEPTOR
CALCULATIONS
for
WINDSONG SHORES
CARLSBAD TRACT NO. 83-4
IN
CARLSBAD, CALIFORNIA
Job No. 300-003
April 28, 2000
Prepared By: Crosby Mead Benton & Associates
5650 El Camino Real
Suite 200
Carlsbad, CA 92008
(760)438-1210
Engineer of Work:
Boyd Beastrom
R.C.E. No. 15674
Exp. 06-30-01
C: \L\hy drol\stormwateri nerceptor. doc
TABLE OF CONTENTS
INTRODUCTION
. VICINITY MAP
• PROJECT DESCRIPTION.
• PURPOSE OF STUDY
• CONCLUSIONS
HYDROLOGY
• HYDROLOGY: METHODOLOGY/DESIGN CRITERIA.
• EXHIBITS
A. INTENSITY-DURATION CHART
B. RUNOFF COEFFICIENTS
C. NATURAL WATERSHED TIME OF CONCENTRATION NOMOGRAPH
D. URBAN AREAS OVERLAND TIME OF FLOW CURVES
• COMPUTER PRINTOUT:
. HOWINDZ.DAT
• HYDROLOGIC MAP: PROPOSED CONDITIONS
III. HYDRAULIC - FIRST FLUSH ANALYSIS
• TRIANGULAR HYDROGRAPH
. PEAK RUNOFF AND VOLUME
• PIPE SIZE
IV. RECOMMENDATION
• STANDARD PLAN
1
W*
J
/. INTRODUCTION
S/TE
VICINITY MAP
PROJECT DESCRIPTION
THE PROJECT IS LOCATED IN THE WEST CENTRAL PORTION OF THE CITY OF
CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA AND LIES WEST OF INTERSTATE
HIGHWAY 5 A SHORT DISTANCE SOUTH OF THE 78 FREEWAY ON THE NORTH SIDE OF
THE AGUA HEDIONDA LAGOON. VEGETATION ON THE DEVELOPED SITE CONSISTS OF
GRASS AND BRUSH
ULTIMATELY THE PROJECT INTENDS TO BUILD 86 CONDOMINIUMS AND 2 PARKING
STRUCTURES. ONE OF THE PARKING STRUCTURES WAS CONSTRUCTED 10 YEARS
AGO. CONDOMINIUMS WILL BE CONSTRUCTED OVER THE PARKING STRUCTURE ON 3
STORY BUILDINGS.
THE SITE HAS BEEN CLEARED AND GRADED. INFRASTRUCTURE TO THE BUILDING
LOCATION HAS BEEN INSTALLED INCLUDING UTILITIES AND STREETS. ONE OF THE
PARKING STRUCTURES HAS BEEN CONSTRUCTED.
PURPOSE OF STUDY
THE PURPOSE OF THIS REPORT IS TO DETERMINE A METHOD OF TREATMENT FOR
STORM WATER RUNOFF FROM THE GARAGE STRUCTURE OF THIS MULTIFAMILY
RESIDENTIAL DEVELOPMENT. IN ACCORDANCE WITH THE REQUIREMENTS OF THE
STATE WATER RESOURCES CONTROL BOARD (SWRCB) FOR THE NATIONAL
POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) GENERAL PERMIT FOR
WASTE DISCHARGE REQUIREMENTS FOR DISCHARGE OF STORM AND WATER
RUNOFF ASSOCIATED WITH CONSTRUCTION ACTIVITY.
THIS REPORT IS ADDRESSING POST. CONSTRUCTION TREATMENT OF STORM WATER
RUNOFF PROVIDING FOR TREATMENT OF TH FIRST FLUSH STORM RUNOFF OR THE
FIRST .75 INCHES OF RAINFALL.
CONCLUSION
THE REPORT INCLUDES A HYDROLOGY STUDY BASED ON A 2 YEAR STORM, A
TRIANGULAR HYDROGRAPH TO AID IN DETERMINING THE VOLUME OF WATER IN THE
FIRST ,75-INCHES OF RAINFALL, AND A RECOMMENDATION OF SIZE AND TYPE OF
TREATMENT SYSTEM NECESSARY TO REMOVE POLLUTANTS FROM THE STORM
RUNOFF BEFORE IT ENTERS THE STORM DRAIN SYSTEM. BASED ON THESE
CALCULATIONS IT IS RECOMMENDED THAT THE PROJECT INSTALL A JENSEN
PRECAST HIGH VELOCITY STORMWATER INTERCEPTOR MODEL JPHV-4000 OR
EQUAL.
C:\L\hydrol\projectbescriptionslDfmwate.doc
//. HYDROLOGIC ANALYSIS
HYDROLOGY: METHODOLOGY/ DESIGN CRITERIA
The City of San Diego Drainage Design Manual, April 1984, is the primary source for
hydrologic data used in this report.
The computerized drainage program RATSD (Rational Method County of San Diego)
developed by Advanced Engineering Software (AES) was used to model & compute the
storm runoff quantities. This program models the watershed parameters based on the
Modified Rational Method (Q=CIA) from the County of San Diego, and uses The Design
Criteria information described below.
The nodes establish the limits of areas or drainage systems having certain flow
characteristics and the links connect them by using the appropriate hydrologic or hydraulic
processes. The processes are assigned Code Numbers which appear in the printed
output.
The Code Numbers and their meanings are as follows:
CODE 1: CONFLUENCE analysis done at a node
CODE 21: INITIAL subarea analysis
CODE 3: PIPEFLOW traveltime (COMPUTER Estimated pipesize)
CODE 4: PIPEFLOW traveltime (USER Specified pipesize)
CODE 5: TRAPEZOIDAL channel travel time
CODE 6: STREET-FLOW analysis through subarea
CODE 7: USER-SPECIFIED information at node
CODE 8: ADDITION of subarea runoff to mainline
CODE 9: V-GUTTER How through subarea.)
CODE 10: COPY Main-Stream data onto a memory BANK
CODE 11: CONFLUENCE a memory BANK with the Main-Stream memory
CODE 12: CLEAR the memory BANK
CODE 13: CLEAR the Main-Stream memory
CODE 14: COPY a memory BANK onto the Main-Stream memory
CODE 15: DEFINE a memory BANK
-1-
DESIGN CRITERIA:
* 100-year storm events.-•I
* Intensity - Duration: Frequency curves (l=in/hr) (Exhibit "A")
* Soil Type: D
* Runoff Coefficients (C): (Exhibit "B")
* Time of Concentration (Tc = min.) for Natural Watersheds: (Exhibit "C")
* Time of Concentration (Tc = min.) for Urban Areas Overland: (Exhibit "D")
* Area (A = acres): By Planimeter (See Hydrologic Map)
-2
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CALCULATIONS
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EXHIBITS
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£ 1 -
RAINFALL
INTENSITY - DURATION- FREQUENC
CURVES
for "
COUNTY OF SAN DIEGO
APPENDIX j
EXHIBIT "B"
7A8L£ i
RUNOFF CaErFTCIcXTS (RATIONAL METHOD)
Cceffmi ene . C
Soi I Group (I)'
(.and Ua«
A _a c
Raai denci a I:
S f rig I « "ami I y
Hulci-Uni:a
Hob i 1 a ha/Txa
Rural (Iota graaear chan 1/2 acra)
Ccmrarc/ JI (-)
,(40 .^5v •
•U5 .50
.U5 .50
.JO .35
. 70 . 75
.50
.50
.55
•tMJ.
.30
.55
.70
.Si
>5
.35
rndu3C.-i al (21 .30 .35 .30 .?5
30%
MOTHS:
il Grauo =ana »r? ivailabU « th« officss at th« Oepirt=ertc at Public
jcrvial candTcians davfaca Si gni ^? cane ly ^r=m :>i« cabulacsd imoarviaul-*
valucJ of 30^ or 3CX, cha valua5 aiv«n for caa^fieiant C. may ba ravij«d
by nulciplytng 80% or 30* by :h« racia o/ actual imparviouinaia Co t.la
cabulaead fmnarvf ousnasi. Howavar, in no eaaa shall eh« final eaafffei'ant
ba laaa than 0.50- for « amp I a; Conaidar crmnarcial proparty on 0 soi
Actual F
Tlbulacad. imparvipuanasj • 30%
Ravi sad C • 12 x 0.35 " 0. S380
rv-A-9
Rev. S/81
EXHIBIT "C"
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1404
— /aaayaa
raa
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QR NATURAL »ATE3l5HcDS
«30 TEN MINUTES TO
l/TED TIME Or CO*-
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SAN 01 EGO CCUNTY
or SP«C;AU DISTRICT ssavicss
MANUAL
NOMOGRAPH PC« Oe7E3.MIMATjaN
0^ HMg Cf CCNCINT^ATION (TeJ
EXHIBIT D
URBAM AREAS OVERLAND
TIME OF FLOW CURVES
•4--j-;-i-H- Use Formulo For ;:±ij
i?/fiKW:.m•n'T'l T"H"* ^ "V7'?TTl • ' i • ! ' 'i
tit-i'-itf- Tin-t-^-t '-4-j H-rH^f i ;t »•-!•<-*• -! t-l i ' i I T -tir4-'—n
Surfae* Flew Tim* Curvn
GIVEN '. U&AJGTH FLOW ^ 4c>o FT.
C = .70
86
1
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COMPUTER PRINTOUTS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGEReference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985.1981 HYDROLOGY MANUAL(c) Copyright 1982-92 Advanced Engineering Software (aes)Ver. 1.3A Release Date: 3/06/92 License ID 1225
Analysis prepared by:
CROSBY MEAD BENTON & ASSOCIATES5650 EL CAMINO REAL, SUITE 200CARLSBAD, CALIFORNIA 92008(619) 438-1210
* WINDSONG SHORES - DEVELOPED CONDITION
* HYDROLOGIC ANALYSIS* 2 YEAR STORM EVENT J. N. 300-003
*
**
FILE NAME: HOWIND2.DAT
TIME/DATE OF STUDY: 13:56 4/25/2000
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT (YEAR) =2.00
6 -HOUR DURATION PRECIPITATION (INCHES) = 1.230
SPECIFIED MINIMUM PIPE SIZE (INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .90
SAN DIEGO HYDROLOGY MANUAL "C" -VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATIONFOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X-AT.*NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
=21
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500INITIAL SUBAREA FLOW-LENGTH = 90.00UPSTREAM ELEVATION = 53.40DOWNSTREAM ELEVATION = 52.50
ELEVATION DIFFERENCE = .90
TIME OF CONCENTRATION ASSUMED AS 5 -MINUTES
2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.241SUBAREA RUNOFF (CFS) = .62
TOTAL AREA (ACRES) = .20 TOTAL RUNOFF (CFS) =62
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE =
»>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««>»»USING COMPUTER -ESTIMATED PIPESIZE (NON- PRESSURE FLOW)
~~~STITEDPIPDIAMETRNCHNCREASEDT12oOODEPTH OF FLOW IN 12.0 INCH PIPE ISPIPEFLOW VELOCITY (FEET/ SEC.) = 2.9UPSTREAM NODE ELEVATION = 48.52DOWNSTREAM NODE ELEVATION = 47.85
FLOWLENGTH(FEET) = 96.33 MANNING'SESTIMATED PIPE DIAMETER (INCH) = 12.00
PIPEFLOW THRU SUBAREA (CFS) = .62
TRAVEL TIME (MIN.) = .56 TC(MIN.)
3.8 INCHES
N = .013
NUMBER OF PIPES
5.56
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE =
>>>>>ADDITION OF SUBAREATO MAINLINE PEAK FLOW<««
SOIL CLASSIFICATION IS "D"INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500SUBAREA AREA(ACRES) = .18 SUBAREA RUNOFF(CFS)TOTAL AREA(ACRES) = .38 TOTAL RUNOFF(CFS) =
TC(MIN) = 5.56
1.13
.52
********************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3
">>»>c6MPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<«»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.9 INCHESPIPEFLOW VELOCITY(FEET/SEC.) =5.2
UPSTREAM NODE ELEVATION = 47.85DOWNSTREAM NODE ELEVATION =
FLOWLENGTH(FEET) = 178.44
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS) =TRAVEL TIME(MIN.) = .57
43.87
MANNING'S
= 12.00
1.13
TC(MIN.) =
N = .013NUMBER OF PIPES
6.13
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE =
>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<«
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.840
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500SUBAREA AREATACRES) = .85 SUBAREA RUNOFFTCFS)TOTAL AREA(ACRES) = 1.23 TOTAL RUNOFF(CFS) =TC(MIN) = 6.13
2.293.43
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE =
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<«
>>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<«
DEPTH OF FLOW IN 12.0 INCH PIPE IS
PIPEFLOW VELOCITY(FEET/SEC.) = 8.2UPSTREAM NODE ELEVATION = 43.87DOWNSTREAM NODE ELEVATION = 38.26FLOWLENGTH(FEET) = 160.17 MANNING'SESTIMATED PIPE DIAMETER(INCH) = 12.00PIPEFLOW THRU SUBAREA(CFS) = 3.43TRAVEL TIME(MIN.) = .32 TC(MIN.)
6.3 INCHES
N r-. .013NUMBER OF PIPES =
6.46
FLOW PROCESS FROM NODE 5.00 TO NODE T******************5.00 IS CODE = 8
»>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.747
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
SUBAREA AREA(ACRES) = .18 SUBAREA RUNOFF(CFS)TOTAL AREA(ACRES) = 1.41 TOTAL RUNOFF(CFS) =TC(MIN) = 6.46 3.90
.47
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE =
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)
DEPTH OF FLOW IN 15.0 INCH PIPE IS
PIPEFLOW VELOCITY(FEET/SEC.) = 4.8UPSTREAM NODE ELEVATION = 38.26
9.4 INCHES
DOWNSTREAM NODE ELEVATION =FLOWLENGTH(FEET) = 137.18
ESTIMATED PIPE DIAMETER(INCH)PIPEFLOW THRU SUBAREA(CFS) *TRAVEL TIME(MIN.) = .48
37.19
MANNING'i= 15.003.90
TC(MIN.)
2
N = .013NUMBER OF PIPES
6.94
FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3
>>>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««»»>USING COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
~~DEPTH~6F~FLOW~IN~~1576~INCH"PIPE~IS 97l~INCHis
PIPEFLOW VELOCITY (FEET/ SEC.) = 5.0UPSTREAM NODE ELEVATION = 37.19DOWNSTREAM NODE ELEVATION = 36.91FLOWLENGTH(FEET) = 32.08 MANNING'S N = .013ESTIMATED PIPE DIAMETER ( INCH) = 15.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 3.90
TRAVEL TIME(MIN.) = .11 TC(MIN.) = 7.04
r***********************************************i
FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
>»»USING COMPUTER- ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<<<
~~DEPTHI=6F~FLOW~IN~~157o~INCH"pIPE~IS~~llTl~iNCHES
PIPEFLOW VELOCITY (FEET/ SEC.) = 4.0UPSTREAM NODE ELEVATION = 36.91DOWNSTREAM NODE ELEVATION = 36.67FLOWLENGTH(FEET) = 47.36 MANNING'S N = .013ESTIMATED PIPE DIAMETER (INCH) = 15.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 3.90
TRAVEL TIMECMIN.) = .20 TC(MIN.) = 7.24
tit**********************************************-!FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE =
SOIL CLASSIFICATION IS "D"INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500SUBAREA AREA7ACRES) = .40 SUBAREA RUNOFF (CFS) = .97TOTAL AREA (ACRES) = 1.81 TOTAL RUNOFF (CFS) = 4.87
TC(MIN) = 7.24
FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE =
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««>»»USING COMPUTER -ESTIMATED PIPESIZE (NON- PRESSURE FLOW)
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0PIPEFLOW VELOCITY (FEET/SEC.) = 4.3UPSTREAM NODE ELEVATION = 36.17DOWNSTREAM NODE ELEVATION = 35.66FLOWLENGTH(FEET) = 100.87 MANNING'S NESTIMATED PIPE DIAMETER] INCH) = 18.00PIPEFLOW THRU SUBAREA(CFS) = 4.87
TRAVEL TIME(MIN.) = .39 TC(MIN.) =
********************************************
FLOW PROCESS FROM NODE 9.00 TO NODE
INCHES
= .013NUMBER OF PIPES = 1
7.63
*********************************
9.00 IS CODE = 8
>>>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500SUBAREA AREA (ACRES) = .11 SUBAREA RUNOFF (CFS) = .26
"" TOTAL AREA (ACRES) = 1.92 TOTAL RUNOFF (CFS) = 5.12TC(MIN) = 7.63
FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3
»>»COMPUTE PIPEFLOW TRAVELTIME THRU SuiAREA< < < < < ~
>»»USING COMPUTER -ESTIMATED PIPESIZE_ (NON- PRESSURE _
~~DEPTH~OF~FLOW~IN~~1876~INCH~PIPE~IS~~llT4~INCHES
PIPEFLOW VELOCITY (FEET/ SEC.) = 4.3
UPSTREAM NODE ELEVATION = 35.66DOWNSTREAM NODE ELEVATION = 35.23
FLOWLENGTH(FEET) = 86.50 MANNING'S N = .013ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 5.12TRAVEL TIME(MIN.) = .33 TC(MIN.) = 7.96
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 8
" >>>>>ADDITl6N OF SUBAREA TO~MAINLINE PEAK FLOW<««
----™--™---~----------- = -----------
SOIL CLASSIFICATION IS "D"INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
SUBAREA AREATACRES) = .33 SUBAREA RUNOFFJCFS) = .75
TOTAL AREA (ACRES) = 2.25 TOTAL RUNOFF (CFS) = 5.88
TC(MIN) = 7.96
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3
»>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
>»»USING COMPUTER -ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
~~DEpfH~6F~FL6w~iN~~15T6~INCH"PIPE~IS~~ll72~INCHES
PIPEFLOW VELOCITY (FEET/SEC.) = 6.0UPSTREAM NODE ELEVATION = 35.23
DOWNSTREAM NODE ELEVATION = 33.93FLOWLENGTH(FEET) = 116.07 MANNING'S N = .013ESTIMATED PIPE DIAMETER ( INCH) = 15.00 NUMBER OF PIPES = 1PIPEFLOW THRU SUBAREA (CFS) = 5.88TRAVEL TIME(MIN.) = .32 TC(MIN.) = 8.28
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE =
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «
"DEPTH~5F~FL6w~IN~~15To~INCH"PIPE~IS~~ll72~INCHES~=
PIPEFLOW VELOCITY (FEET/ SEC.) = 6.0UPSTREAM NODE ELEVATION = 33.93DOWNSTREAM NODE ELEVATION = 32.31
FLOWLENGTH(FEET) = 145.87 MANNING'S N = .013ESTIMATED PIPE DIAMETER ( INCH) = 15.00 NUMBER OF PIPES =PIPEFLOW THRU SUBAREA(CFS) = 5.88
TRAVEL TIME (MIN.) = .41 TC(MIN.) = 8.69
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8
>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««----~-~-~---------------_-- = --------------
- SOIL CLASSIFICATION IS "D"INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500- SUBAREA AREA (ACRES) « .20 SUBAREA RUNOFF (CFS) = .43TOTAL AREA (ACRES) = 2.45 TOTAL RUNOFF (CFS) = 6.31
- TC(MIN) = 8.69
*** it***************************************************************-,
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3M ________________________________________________________________ _
»>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««>»»USING COMPUTER -ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «««
»,~~DiPTH"6F~FL6w~IN"~15To~INCH~PIPE~IS~~l6T5~INCHESPIPEFLOW VELOCITY (FEET/SEC.) = 6.8UPSTREAM NODE ELEVATION = 32.31" DOWNSTREAM NODE ELEVATION = 30.44
FLOWLENGTH(FEET) = 125.10 MANNING'S N » .013
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA(CFS) = 6.31
TRAVEL TIME(MIN.) = .30 TC(MIN.) = 9.00
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8
>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
~~~"~~~
SOIL CLASSIFICATION IS "D"
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500
SUBAREA AREA7ACRES) = .80 SUBAREA RUNOFF(CFS) = 1.69TOTAL AREA(ACRES) = 3.25 TOTAL RUNOFF(CFS) = 7.99TC(MIN) = 9.00
C****************1
FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3
>»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
"DEPTH"6F~FL6w~IN~~1876""lNCH~PIPE=!is~~1278~iNCHESPIPEFLOW VELOCITY(FEET/SEC.) = 6.0
UPSTREAM NODE ELEVATION = 30.44
DOWNSTREAM NODE ELEVATION . 29.56
FLOWLENGTH(FEET) = 99.75 MANNING'S N = .013ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1PIPEFLOW THRU SUBAREA(CFS) = 7.99
TRAVEL TIME(MIN.) = .28 TC(MIN.) = 9.28
~END~6F~STUDY~SUMMARY7
PEAK FLOW RATE(CFS) = 7.99 Tc(MIN.) = 9.28
TOTAL AREA(ACRES) = 3.25
"iND~OF~RATl6NAL~MlTH5D"ANALYSIS
MAPS
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- | ///. HYDRAULIC ANALYSIS
.fsH
-I
- I
FIRST FUXSH .ANM-V5/S
.5. I)epi
"tp - lime. "f°
t-b = tlime. b<x<,e ot
D = duration 3 G
L - La^ time - 0-G(to)
tP -
tb '-
= .~jo"Vo-\
Vp -F\r^T
ruv\cA frir^t Flush)
"tp ~-"tr/ne Pom
OF Pei\V< RUNOFF AMD
FIT2CTT FLUSH VlKVT ^74" OF
U^t 1 eztr- 6
Kuro;
\A VT7RO GR K? H D KT K X
c = 9.28
"t,c =9.2S'^m D-G boar
tp =
tb= 2,^(3.09^ - 80 2578
\/QLUK\£.
'i.lS (4-3,5.60!)
RUSH -> USE. df - 14" "' -75"
; Q -- QJ-^)
' IO.O"?
= iO.07"
Rrsr
y
RECOMMEND: _ 0RECAST
MODEL 3pn\/-40oo
„ ****************************************************************************
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
* (C) Copyright 1982-92 Advanced Engineering Software (aes)
Ver. 3.1A Release Date: 2/17/92 License ID 1225
Analysis prepared by:
* CROSBY MEAD BENTON & ASSOCIATES
5650 EL CAMINO REAL, SUITE 200
CARLSBAD, CALIFORNIA 92008
(619) 438-1210
*
TIME/DATE OF STUDY: 9:34 4/28/2000
m
************************** DESCRIPTION OF STUDY **************************
* * WINDSONG SHORES - DEVELOPED CONDITION ** HYDRAULIC ANALYSIS FOR INLET & OUTLET PIPES *« * 3/4" RAINFALL PEAK RUNOFF J. N. 300-003 ********************************
IT********************
»»PIPEFLOW HYDRAULIC INPUT INFORMATION««
PIPE DIAMETER (FEET) = 1.000PIPE SLOPE (FEET/ FEET) = .0100PIPEFLOW(CFS) = .60MANNINGS FRICTION_ FACTOR = .013000
CRITICAL-DipTH~FL6w~INF6RMATl6NT
CRITICAL DEPTH^FEET)"= ~32~~~
CRITICAL FLOW AREA (SQUARE FEET) = .219
CRITICAL FLOW TOP- WIDTH (FEET) = .935
CRITICAL FLOW PRESSURE + MOMENTUM ( POUNDS ) = 5.02
CRITICAL FLOW VELOCITY (FEET/ SEC. ) = 2.745
CRITICAL FLOW VELOCITY HEAD (FEET = .12CRITICAL FLOW HYDRAULIC DEPTH (FEET) = .23
CRITICAL FLOW SPECIFIC ENERGY (FEET) = .44
NORMAL DEPTH (FEET) = .28FLOW AREA (SQUARE FEET) = .18FLOW TOP- WIDTH (FEET) = .896FLOW PRESSURE + MOMENTUM ( POUNDS ) = 5.21
FLOW VELOCITY (FEET/SEC.) = 3.373FLOW VELOCITY HEAD (FEET = .177
HYDRAULIC DEPTH (FEET) = .20
FROUDE NUMBER = 1.334
SPECIFIC ENERGY (FEET) = .45
IV. RECOMMENDATION
HIBH VELOCITY STORMWATER INTERCEPTOR
MODEL JPHV-4000
Note:
P1,P2,andP3are
supplied by others.
PRECAST
24' CAST IRON FRAME
4 COVER STANDARD
AS REQUIRED
(AT EXTRA COST)
2432-GR-03 RISER-?
2432-GR-06 RISER-6'
OPTIONAL
OIL ABSORBENT
PILLOWS
NOTE: PIPE SIZES (P1-P3). BAFFLE OPENINGS (S14 S2)
AND OUTLET BOX. SHALL BE SIZED ACCORDING TO FLOW.
NOT TO SCALE
OPTIONAL
PILLOW
LOCATION
Note:
Absorbent pillows to be equipped with retaining
ring and cord, secured to or under frame andcover lor hand access by others. Consult
Jensen Precast for Installation details.
P2 Note:
Recommended mini-
mums. Liquid level, 8"
above PZ for water trap
with an equivalent cross
sectional area of P3.
P1-8' L-
I —
TOP VIEW
I COVERS REMOVED .
1
-
-
\
\
._
.
/~\
(J '
J
L
!
8"
—
J
f
i
MODEL
NUMBER
JPHV-4000
CAPACITY
WITH 11-
NOMINAL
AIR SPACE
4000
TOTAL
TANK
CAPACITY
4761
APPROX.
GAL. PER
VERT. INCH
69.976
RECOMENDED
PIPE SIZE
T
8' TO 18'
RECOMENDED
OUTLET BOX
SIZE
60' Round
RECOMENOED
OUTLET BOX
SIZE
RANGE
60' Round-4' x 4'
RECOMENDED
MIN. NO. OF
ABSORBENT
PILLOWS
10
TOTAL
ACCESS
COVERS
REQUIRED
4
DESIGN LOAD: H-20 TRAFFIC FROM 1' TO 5' COVER. FOR OTHER DEPTHS, SPECIAL LOADINGS,
AND COMPLETE DESIGN INFORMATION, CONSULT JENSEN PRECAST.
WARNING: THIS INTERCEPTOR IS A CONFINED SPACE. ATMOSPHERE MAY BE HAZARDOUS.
DO NOT ENTER WITHOUT PROPER EQUIPMENT. FOLLOW O.S.H.A. CONFINED
SPACE ENTRY PROCEDURES BEFORE ENTERING.
Jensen Precast JPHV Stormwater Interceptors have no warranties, expressed or implied, for
merchantablity of fitness for any particular purpose or application.
11994 Jensen Precast 33