HomeMy WebLinkAboutTract Map 31259 Drainage Study' ~ ~
August 12, 2003
Prepared For:
GOODTIME
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Prepared By:
HLC
28362 VncentMoraga Dr., Suite C
Temecula, CA 92590
(909)506-4869
RCE STAMP
HECTOR
ICIO CORREA
~0.36306
CIVIL
PARCEL 3
PM 24085-2
DRAINAGE STUDY
By: g \ ~~o~
H r. rrea, RCE 3 306
AUG 1 4 2003
E~cpires 6/30/04
arr oF ~Mecuu
EN6INEERING DEPARTMENT
~
DRAINAGE STUDY
STUDY AREA
~
The subject proper[y consists of approximately 5.6 acres, located on the northerly side of Zevo Drivek
Court. The site is protected from off-site storm runoff by the master drainage system constructed for
Parcel Map Westside Business Center.
EXISTING DRAINAGE IMPROVEMENTS
The developments will not change existing drainage patterns and will discharge onsite flows to
existing 42-inch storm drain located in Zevo Drive.
PROPOSED DRAINAGE IMPROVEMENTS
The developed storm runoff will be discharged on-site stortn flows via a private storm drain sysem that
will connect to the existing 42" storm drain located in Zevo Drive.
See Calculations on next page
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100 YEAR HYDROLOGY
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY ELOOD CONTROL d WATER CONSERVATION DISTRICT
(RCFC6WCD) 1978 HYDROLOGY MANOAL
U «««<G <G «««««««««««! «O»»»»»»»»»»»»»»»»»»>
*'****`***DESCRIPTION OF RESULTSxxxxxx::x.+.~..xxxx.::+.....•«+:+s+.t..a:+~+
' GOODTIME '
: *
xexx+x~asxixx:x~++i+r*~r~.xxx:+++~f+ixxt:xx+z~+.~rxx:xx+x+s•xxxx<xx~+»xxxxxx
USER SPECIFIED HYDROLOGY AND HYDRAOLIC MODEL INFORMATION:
_ '___"_______'__'_____'____' ___'_______'___"______'__
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIEO MINIMOM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO OSE FOR FRICTION SLOPE _.90
10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ .880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.980
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE _ .5505732
SLOPE OF S00-YEAR INTENSITY-DURATION CURVE _ .5995536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOOR INTENSITY(INCH/HOUR) = 1.3000
SLOPE OF INTENSITY DORATION CORVE _.5996
ACFC6WCD HYDROLOGY MANOAL "C"-VALOES USED
«««G <G <! «««««G ««««< G <G «< U»»»»» »»»»»»»»»»»»»>
Advanced Engineering Software [AES7
SERIAL NO. I00971
VER. 3.3C RELEASE DATE: 2/20/86
««««G<G«G ««««<G<! «««<G«<O»»»»»»»»»»»»»»»»»»>
xxxx+tx:t~ixx:~.t~+t:+tzixzixx:~x~az:ixsx+f.::xt+tt+ixrx::x:+tzr~x~:x+x:~x::t++ta
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2
________"__________"' __' "_ "
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«GG<
___________________________ ___________ ____________' -___________
ASSUMED ZNITIAL SUBAREA UNIFORM
DEVELOPMENT IS COI~AfERCIAL
TC = K`[(LENGTH*'3)/(ELEVATION CHANGE)]**.2
INITIAL SOBAREA FLOW-LENGTH = 950.00
UPSTREAM ELEVATION = 1036.80
~OWNSTREAM ELEVATION = 1039.90
ELEVATION DIFFERENCE = 2.90
TC = .303'[( 450.00**3)/( 2.90)]'*.2 = 9.942
100.00 YEAR RAINFALL INTENSSTY(INCH/HOUR) = 3.991
SOIL CLASSIFICATION IS "B"
COMNIERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8792
SOBAAEA RUNOFF(CFS) = 6.02
TOTAL AREA(ACRES) = 1.96 TOTAL RUNOFF(CFS) = 6.02
xrx:xx.+..+++++++..+.:+.:..xx:xxxx<++.+s+*xxx.xx++.•+xxxx::.+*s.+x.:«x:.x+++
FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 3
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>OSING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««<
6 ~
~ ~
100 YEAR HYDROLOGY
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.5
OPSTREAM NODE ELEVATION = 1030.90
DOWNSTREAM NODE ELEVATION = 1029.39
FLOWLENGTH(FEET) = 300.63 MANNINGS N = .013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PZPEFLOW THRU SUBAREA(CFS) = 6.02
TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 11.06
..+.x:r.xx:~~e.~:x++•.+taix:~rx:rx::xx.x::t+:++.xxxxxxxx.x<:ts:+x..xxxx:xx:.x
FLOW PROCESS FROM NODE 2.00 TO NODE 9.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«G«
_____________'________________ _________________ ________________ -_________
CONFLOENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATIDN(MINUTES) = 11.06
RAINFALL INTENSITY (INCH./FiOUR) = 3.29
TOTAL STREAM AREA (ACRES) = 1.96
TOTAL STREAM RONOFF(CFS) AT CONFLUENCE = 6.02
.xx.x~+x++.++tz+.++.xiaxxxx+:.z:.z~x:xx+x:x+.xt:.i+t++x.xxx.xx...+.x.+++:xxx
FLOW PROCESS FROM NODE 3.00 TO NODE 9.00 IS CODE = 2
'_'_______________"__"' ""'_ "'__' '_'
»>»RATIONAL METHOD INITIAL SOBAREA ANALYSIS««<
ASSOMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COP4IERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CNANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 169.00
UPSTREAM ELEVATION = 1035.70
DOWNSTREAM ELEVATION = 1035.00
ELEVATZON DIFFERENCE _ .70
TC = .303*[( 169.00'*3)/( .70)]**.2 = 6.992
100.00 YEAR RAINFALL INTENSITY(ZNCH/HOOR) = 9.253
SOIL CLASSIFICATION IS "B^
COFPfERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8822
SUHAREA RUNOFF(CFS) = 3.38
TOTAL AREA(ACRES) _ .90 TOTAL RUNOFF(CFS) = 3.38
~~~~..x+.~+....~.xx<.xx+..+.:..xx+x~+x++•.+.s•+++x~,:.x++..+s.+s+.>+xx++.++..
FLOW PROCESS FROM NODE 3.00 TO NODE 9.00 IS CODE = 1
____'_'____________"'__" "_' ' '_'
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOOS CONFLUENCED STREAM VALUES«<G<
__________________ _________________ _ _______________ _'_______________ -__
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MINOTES) = 6.99
RAINFALL INTENSITY (INCH./HOUR) = 9.25
TOTAL STREAM AREA (ACRES) _ .90
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3.38
CONFLUENCE INFORMATION:
STREAM RONOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 6.02 11.06 3.293
2 3.38 6.99 4.253
RAINFALL INTENSITY AND TIME OF CONCENTAATION RATIO
FORMULA(RCFCSWCD) USED FOR 2 STREAMS.
VARIO[7S CONFLUENCED RONOFF VALUES A[tE AS FOLLOWS:
8.63 7.15
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
RUNOFF(CFS) = 8.63 TIME(MINUTES) = 11.059
TOTAL AREA(ACRES) = 2.86
_ 7_ (7,
.~ \
~
~
100 YEAR HYDROLOGY
~xa+tt~a~~x+xa+si~ai++it+x::x~axw+rzirxixx::x:xxx+z:xxxxx:xx:+xarrxixxrx+xxx
FLOW PROCESS FROM NODE 1.00 TO NODE 3.00 IS CODE = 9
»>»COMPOTE PIPEFLOW TRAVELPIME THRU SUBAREA««<
»>»USING OSER-SPECIFIED PIPESIZE«<GG
==PZPEFLOW VELOCITY(FEET/SEC.) ----7.0---=-----"-------------- ------------
UPSTREAM NODE ELEVATION = 1029.39
DOWNSTREAM NODE ELEVATION = 1029.22
FLOWLENGTH(FEET) = 269.00 MANNINGS N = .013
GNEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 6.63
TRAVEL TIME(MIN.) _ .63 TC(MIN.) = 71.68
.+...+..:~x..x.+.++s..~~.xxxx+:xx+:x.~+x.xxxx~.xx+:.+:x+++.x+~+x++s.+x.:+.:+x
FLOW PROCESS FROM NODE 9.00 TO NODE 5.00 IS CODE = 1
_" "_' "'_' __" "'___"
»»>DESIGNATE ZNDEPENDENT STREAM FOR CONFLUENCE<G«<
CONFLUENCE VALUES USE~ FOR INDEPENDENT STAEAM 1 ARE:
TIME OF CONCENTRATION(MINUTES) = 11.68
RAINFALL INTENSZTY (INCH./HOUR) = 3.19
TOTAL STREAM AREA (ACAES) = 2.86
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 8.63
xsx<+x.+s:+....x...xxx:+x:+..+.....xx+:.a<...+.:+.:.....t•~x::•:+.++....>txx
FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 2
______________'___________________'_'__ '_ ""_
»»>RATIONAL METHOD INITZAL SUBAREA ANALYSIS««<
__________ ______________________ ____________________ _______________ _____
_____ ____________
ASSOMED INITIAL SOBAREA UNIFORM
DEVELOPMENT IS COtMfERCIAL
TC = K'[(LENGTH**3)/(ELEVATION CHANGE)]*'.2
INITIAL SUBAREA FLOW-LENGTH = 740.00
OPSTREAM ELEVATZON = 1035.70
DOWNSTREAM ELEVATION = 1030.00
ELEVATION DZEFERENCE = 5 JO
TC = .303*[( 790.00**3)/( 5.70)7**.2 = 11.271
100.00 YEAR AAINFALL INTENSITY(INCH/HOUR) = 3.259
SOIL CLASSIFICATION IS "B"
COh41ERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8781
SUBAREA RUNOFF(CFS) = 7.70
TOTAL AREA(ACRES) = 2.69 TOTAL RUNOFF(CFS) = 7.70
...+.~+.+.+x..+x«++•+:+.+s.++...xxxxx:.x.:t>:.z+.++~x.x+:xx:...+..+..+.x.xxx
FLOW PROCE55 FROM NODE 3.00 TO NODE 5.00 IS CODE = 1
__'__'_"_'__'_____"___'_'_'_______"__'_'__'
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUESG~!«
CONFLUENCE VALOES USED FOR INDEPENDENT STREAM 2 ARE
TIME OF CONCENTRATION(MINOTES) = 11.27
AAINFALL INTENSITY (INCH./HOUR) = 3.26
TOTAL STREAM AREA (ACRES) = 2.69
TOTAL STREAM RUNOFF(CFS) AT CONFLOENCE = 7.70
CONFLUENCE INFORMATION:
STREAM RUNOFF TZME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOOR)
1 8.63 11.68 3.195
2 7.70 11.27 3.259
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
FORMULA(RCFC&WCD) USED FOR 2 STREAMS.
VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS:
16.18 16.02
COMPUTED CONFLOENCE ESTIMATES ARE AS FOLLOWS:
RUNOF£(CFS) = 16.18 TIME(MINUTES) = 11.689
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100 YEAR HYDROLOGY
TOTAL AREA(ACRES) = 5.55
xx.xxxxxxxx:xx:+z+s>.ix.+..xxx+x:..:•s..:+t:.~..+:..x+x++s.+.r+..++r+.i.xx+x
FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 9
»»>COMPUTE PIPEFLOW TRAVELTZME THRU SOBAREA«c«
»>»USING OSER-SPECIFIED PIPESIZE««<
PZPEFLOW VELOCITY(FEET/SEC.) = 9.2
UPSTREAM NODE ELEVATION = 1029.22
DOWNSTREAM NODE ELEVATION = 1023.00
FLOWLENGTH(FEET) = 60.00 MANNINGS N = .013
GIVEN PIPE DIAMETER(INCH) = 19.00 NOMBER OF PIPES = 1
PIPEFLOW THRO SUBAREA(CFS) = 16.18
TRAVEL TIME(MIN.) _ .11 TC(MIN.) = 11.79
END OF RATIONAL METHOD ANALYSIS
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