HomeMy WebLinkAboutDrainage Study Report~~c~av~D
AUG 2 4 2001
CITY OF TEMECULA _
DRAINAGE STUDY
REPORT
Tract 29928, 29928-1, 29928-2, and 29928-3: Harveston
City of Temecula, California
August 23, 2001
Prepared far:
Lennar
24800 Chrisanta Drive
Mission Viejo, California
Prepared by.•
~ RBF CONSULTING
Contact Person:
Ejaz Mohammad, RCE 58580
27555 Ynez Road, Suite 400
~ ~ ~ Temecula, California 92591-4679
C ~ N 5 LJ LTI N G 909.676.8042 telephone
909.676.72400 fax
RBF JN 15-100352.001 '~
~ 2
C58580
txe !Z/31
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TABLE OF CONTENTS
STUDY SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
1.1 Background ....................................................1
1.2 Drainage Pattern ................................................1
1.3 Hydrology ......................................................1
1.4 Hydraulics .....................................................2
TAB~E OF APPENDICES
Appendix A ........................................................... Figures
Appendix B .......................................................... Exhibits
Appendix C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydrologic Calculations
Appendix D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydraulic Calculations
Appendix E . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Storm Drain Improvement Plan
TABLE OF EXHIBITS
Exhibit A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Existing Condition
ExhibitB ................................................... Proposed Condition
H:WDATA115 f 0035Y1CALCWydm/ogyU52rp001. wptl
TRACT 29928, 29928-1, 29928-2, 29928-3 DESIGN REPORT
HARVESTON SPECIFIC S1TE PLAN i
i'
~I
' STUDY SUMMARY
1
' 1.1 Background
~ The proposed tract (Tract 29928) is located in the County of Riverside within the corporate
boundary of the City of Temecula. The tract is part of master community development plan project
known as Harveston. The project consists of about 520 acres of commercial, business park and
' residential uses. The site is currently undeveloped and is bounded by Interstate 15 to the west,
the Winchester Highlands Business Park and Santa Gertrudis Creek to the South, Warm Springs
Creek and the Warm Springs Specific Plan area to the north and east. Figure 1 indicates the site
, vicinity and its relationship to the surrounding area. Figure 2 shows the tract boundary with respect
to the overail project boundary.
, Overall land gradients are moderate, averaging from about 1 to 5 percent in stream courses.
Ground cover is indigenous grass with fair coverage, and erosion does not appear to be a problem
in the streams or on the adjacent hillsides. Over 70 percent of the site is tributary to Santa
Gertrudis Creek, either directiy via Assessment District 161 (A.D. 161) improvements or by local
' storm drain systems. The remaining portion of the site is tributary to Warm Springs Creek. Runoff
from a majority of the site passes beneath Interstate 15 to Iocal facilities in the Northstar Business
Park and the Signal Landmark Business Park which ultimately discharge to either Santa Gertrudis
~ Creek or Warm Springs Creek. Smaller portions of the site are directly tributary to Santa Gertrudis
Creek and Warm Springs Creek.
' Purpose of this report is to summarize the hydrologic and hydraulic study results, and report the
designed pipe and inlet sizes.
' 1.2 Drainage Pattern
Tracts 29928, 29928-2, and 29928-3, in the existing condition, are part of the drainage basin that
' drain to 84" CIP culvert underneath Ynez Road. An infrastructure drainage pipe is proposed in the
Harveston Master Plan of Drainage ("Master Plan"), that will carry the drainage from these tracts
through closed pipes to the Ynez Rd culvert.
~ Tract 29928-1, historically, has sheet flowed towards Margarita Road. Currently, after the mass
grading of the Harveston Elementary School, this flow is picked up by a catchbasin near Harveston
School Drive, and is carried through pipe to the Margarita Road stormdrain system. In the
' proposed condition, the flow from this tract will be picked up by inlets in streets KK and UU and will
join the Margarita Road stormdrain system
' 1.3 Hydrology
The total drainage area is less than 300 acres, therefore Rational Method was used in estimating
, the peak flow per Riverside County Flood Control Hydrology Manual.
Discharges have been computed for 10-year and 100-year hypothetical storm return frequencies.
' Rainfall used in the studies was taken from the Riverside County Hydrology Manual for the
TRACT 29928, 29928-1, 29928-2, 29928-3 DESIGN REPORT ~
' HARVESTON SPECIFIC SITE PLAN 1
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STUDYSUMMARY
"Murrieta -Temecula and Rancho California" areas. Basic assumptions and criteria for use in runoff
computations are:
Soil Group B;
Initial area is generally less than about 10 acres and flow path lengths less than 1,000 feet.
The hydrology study for the drainage basins in tracts 29928, 29928-2, and 29928-3 was performed
in the Master Plan. A copy of the Master Plan is included with this report. Exhibit-D of the Master
Plan shows the proposed condition drainage basin boundary with 100-year peak flow.
The hydrology study for tract 29928-1 is performed in this study and is included in Appendix C. The
total drainage area draining to Margarita Road storm drain system from this tract has increased
from 6.0 acres to 8.6 acres. Table A and B below summarizes the hydrology study result for this
tract. Exhibit-A and -B show the existing and proposed condition drainage basin boundary.
Table A: Tract 29928-1 Peak Flow Summary for the Existing Condition
10-year Frequency 100-year Frequency
Sub-basin
Name Drainage
Area (ac)
Tc (min)
Qpeak ~cfs)
Tc (min)
Qpeak (cfs)
210 8.6 18.0 5.8 18.0 9.6
Table B: Tract 29928-1 Peak Flow Summary for the Proposed Condition
10-year Frequency 100-year Frequency
Sub-basin
Name Drainage
Area (ac)
Tc (min)
Qpeak ~C{S~
Tc (min)
Qpeak ~CfS~
210 3.10 14.9 4.4 14.9 6.7
220 5.5 15.7 7.5 15.7 11.6
1.4 Hydraulics
Hydraulic calculations in the pipes were performed using Los Angeles County Fiood Control's
Water Surface Pressure Gradient (WSPG) program. The downstream water surface elevations
for the pipes joining Infrastructure Storm Drain system (per Master Plan) were taken from the
hydraulic calculation results of the Master Plan. These pipes inciude laterals C-1, C-2, E-1, E-2,
lines C, D, and E. The downstream water surface elevations for the pipes joining Margarita Rd
Stormdrain system were taken from stormdrain plan per A.D. 161.
t Appendix D includes the hydraulic calculation results report. Inlets were designed forthe 100-year
incoming flow. Appendix D also includes the inlet sizes summary and calculation report. Table C
below summarizes the pipe sizes designed in this study. Figure 2 shows the location of the
' designed pipes. Table C below summarizes the designed storm drain pipe system. The storm
'
TRACT 29928, 29928-1, 29928-2, 29928-3 DESIGN REPORT ~ Q
, HARVESTON SPECIFIC SITE PLAN Z ~ ~
STUDYSUMMARY
drain improvement plan is included with the study report that shows the pipe and the HGL profile
of the designed pipes.
Table B: Designed Pipe Size Summary
Pipe Name Diameter pownstream System
Lat. A-1 18 in. Margarita Rd Stormdrain System
Lat. A-2 18 in. Margarita Rd Stormdrain System
Lat. C-1 18 in. Ynez Rd Infrastructure Stormdrain System
Lat. C-2 18 in. Ynez Rd Infrastructure Stormdrain System
Lat. E-1 18 in. Ynez Rd Infrastructure Stormdrain System
Lat. E-2 18 in. Ynez Rd Infrastructure Stormdrain System
Line C 18 and 24 in. Ynez Rd Infrastructure Stormdrain System
Line D 18 in. Ynez Rd Infrastructure Stormdrain System
Line E 18 and 24 in. Ynez Rd Infrastructure Stormdrain System
TRACT 29928, 29928-1, 29928-2, 29928-3 DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN 3
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' 352100EX.RES
..,...,,,,..<,,.> .....................................>.,.,,>,...,..,,>,>.,,
' RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
~ (RCFCSWCD) 1978 HYDROLOGY MANUAL
,(c) Copyright 1982-2000 Advanced Engineeiing Software (aes)
.Vei. 1.SA Release Date: O7/O1/2000 License ID 1269
, Analysis prepared by:
RBF & Associates
~ 19725 Alton Parkway
Irvine, CA 92618
_'_"'_"_"_"'_"_'_"'________'_"______________'_______'__"__'__'_'____
, FILE NAME: 352100EX.DAT
_-TIME/DATE OF_STU~Y__13_12_OB/22/2001_ _
________"'______""_"'_"'_'___
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMP.TION:
_____________________________'______"'_____"_"__"___'__"_______'___'_"
' USER SPECIFIED STORM EVENT(YEARJ = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.55
10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880
~ 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.9B0
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0:5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE _ ~.5495536
COMPUTED AAINFALL INTENSITY DATA:
' STOAM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300
SLOPE OF INTENSITY DURATION CURVE = 0.5996
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDIN6 TO RCFC6WCD HYDROLOGY MANUAL
' AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COOPLED PIPEFLOW AN~ STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PAAK- AEIGHT WIDTH LIP HIKE FACTOR
N0. (FT) ~FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
' 1 30 0 20 0 0 O16/0.018/0 020 0.67 2.00 0 0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
' as (Maximum Allowable Street Flow Depth) -(TOp-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT'FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ~
,
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,
'
'
~
xx+.++..xx.++++++.++++x++xx.x++.++..x.xx+.+.x++.>x+>x+...xx+x+:.++...++.+.r.
FLOW PROCESS FROM NODE 210.50 TO NODE 210.00 IS CODE = 21
_____"_______________________"______'___'____""____"_'_________________
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
____=====ASSUMED INITIAL SUBAREA UNIFOAM ---------- ------------------------
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH*'3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAAEA FLOW-LENGTH = 550.00
UPSTREAM ELEVATION = 1118.00
DOWNSTAEAM ELEVATION = 1102.00
ELEVATION DIFFERENCE = 16.00
TC = 0.709*[( 550.00**3)/( 16.00)]**.2 = 17.959
100 YEAA RAINFALL INTENSITY(INCH/HOUR) = 2.523
USER-SPECIFIED RUNOFF COEFFICIENT = .6359
SOIL CLASSIFICATION IS "H"
SUBAREA RUNOFF(CFS) = 9.62
TOTAL AREA(ACRES) = 6.00 TOTAL RONOFF(CFS) = 9.62
'_____"______'___'___'__'________'________________________'__z_e_====___-__
END OF STUDY SUNAIP.RY:
TOTAL AREA(ACRES) = 6.00 TC(N,IN.) = 17.96
PEAR FLOW RATE(CFS) = 9.62
END OF RATIONAL METHOD ANALYSIS
~ ~ - ~~~. ~~c~,.~~' ~,~C~ ~~
Page 1 of 1
,
' 352100PR.RES
,.>...,..,,>,,...,,,..>.,,...,.,.,,>,,,,,,,,,,,,,,,,,,,,>..,..,>.,,,,......,
' RATIONAL METHOD HYDROLOGY COMPUTER PAOGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION ~ISTRICT
(RCFCSWCD) 1978 HY~ROLOGY MANUAL
,(c) Copyright 1982-2000 Advancetl Engineering Software (aes)
Ver. 1.SA Release Date: O1/O7/2000 License ID 1264
, Analysis prepared by:
RBF d Associates
19725 A1ton Parkway
~ I[vine, CA 92618
_'____'___________"_"____'_____________________'__"'______'_"___________
' FILE NAME: 352100PR.DAT
-_TIME/DATE OF $TUDY: 15:98 OB/02/2001
_____"""'___'_"__'__'_'__'__""_'__""'____'___'___"'_'_""__
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMP.TION:
"_""______"_"_'___"'__"_'_"'___'_____""'_'__'___""______'_"""
' USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECTFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS~DECIMAL) TO USE FOR FRICTION SLOPE = 0.55
10-YEAR STORM 10-MINUTE INTENSITY(INCA/HOOR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY QNCH/HOOA) = 0.860
~ 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 = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DUAATION WAVE = 0.5995536
COMPUTED RAINFALL INTENSITY DATA:
', STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300
SLOPE OF INTENSITY DURATION CURVE = 0.5996
RCFC6WC~ HYDAOLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHO~
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
' *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CAOSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARR- HEIGHT WIDTH LIP HIKE FACTOR
N0. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
' 1 30 0 20 0 0 O18/0 O18/0.020 0.67 2.00 0 0313 0 167 0 0150
GLOHAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
, as (Maximum Allowable Street Flow Depth) -(TOp-of-Cuib)
2. (Depth)'(Velocity) Constraint = 6.0 (FT'FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GAEATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* -
.+.+......+s..x+.+<+....+x.>x.x+xxxxx.xs.x.++x+xxx.xxx+..+++..xx..++:>+++x.xx
, FLOW PROCESS FROM NODE 210.50 TO NODE 210.00 IS CODE = 21
_________'__'_________'_"'_'___________________"""______'_'_________
»»>AATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
~ ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/9 ACRE)
TC = K*[(LENGTH'*3)/(ELEVATION CHANGE)J'*.2
'INITIAL SUHAREA FLOW-LENGTH = 836.00
, UPSTREAM ELEVATION = 1129.30
DOWNSTREAM ELEVATION = 1116.85
ELEVATION DIFFERENCE = 7.45
TC = 0.393*[( 636.00**3)/( 7.95)7 ".2 = 19.888
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.796
' USER-SPECIFIED RUNOFF COEFFICIENT = .7779
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 6 J9
TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 6.79
, ....+>+++:.:w..+.+++.+x+..+sx.xxs++.x.......+z..+.:++:x:x.+.+..:..x.++...s..
FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 13
»»>CLEAR THE MAIN-STREAM MEMORY««G
' _________"__--___'__________"_"________________________"'__________'____
'
x+x.xx.x.:++.>.+...xxxxxxxxxs.r.+w.x.+x:xx+.x:.+.:+•xxx.++*++x..++xxxx.rt.:x
FLOW PROCESS FROM NODE 220.50 TO NODE 220.00 IS CODE = 21
--------------------------------------------------------
»»>AATIONAL METHOD INITIAL SUBAREA ANALYSIS<GGG<
~\
~u~- Y~ ~~€a~~~1
Page 1 of 2
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352100PR.RES
______________________________°____________________°____________________°__
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = K*[(LENGTH*'3)/(ELEVATION CRANG£)]**.2
INITIAL ~SUBAAEA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1129.30
DOWNSTREAM ELEVATION = 1119.56
ELEVATION DIFFERENCE = 9.79
TC = 0.393'[( 1000.00**3)/( 9.79)]'*.2 = 15 J12
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.715
OSER-SPECIFIED RUNOFF CO£FFICIENT = .7797
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 11.57
TOTAL AREA(ACRES) = 5.50 TOTAL RONOFF(CFS) = 11.57
x+xx+x+x+x++.xx+.++.*+x++a.x+~xxx++++~.>.s+.t....+.a~.xx...+*..a+x.+x.zx..x..
FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 13
___'_"'_'_____'___'____________'_'___"'_'_'____""________"____'___'__'_
»>»CLEAR THE MAIN-STREAM MEMORY««<
___'_'_"____-__"_'_"__"-'--_-___'__'__'______________"-____-~_°'_______
END OF STUDY SUhA1ARY:
TOTAL AREA(ACRES) = 0.01 TC(MIN.) = 5.00
PEAR FLOW RATE(CFS) = 1.00
==END OF RATIONAL METHOD ANALYSIS =_'___________"'_'_______'_~______"_~ _'
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Page 2 of 2
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35210EX.RES
,...>.,, ~ .................................. ~.,.,..,....>..,..........,>....,
, RATIONAL METHOG HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
,(c) Copyxight 1982-2000 Advanced Engineering Software (aes)
Vez. 1.SA Release Date: O1/O1/2000 License ID 1269
' Analysis prepared by:
RBF s Associates
19725 Alton Parkway
~ Irvine, CA 92616
"__'__________"_'_"'_"______'____"_"_'_'______'_'
FILE NAME: 35210EX.OAT
TIME/DATE OF STUDY: 11:02 OB/23/2001
""_""_"__________________""'__'__"___'_'_'_'___'___'_______'_"___
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
_____"_""____________'_'________'___'_""__"'__'______'__"_'__""'___
USEA SPECIFIED STOAM EVENT(YEAR) = 10.00
SPECIFIED MINIMOM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.55
10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MINOTE INTENSITY(INCH/HOUR) = 0.880
100-YEAA STORM 10-MINUTE INTENSITY(INCN/HOUR) = 3.980
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOOR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5995536
COMPUTEO RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = O.BB9
SLOPE OF INTENSITY DURATION CUAVE = 0.5506
RCFC6WCD HYDROLOGY MANUAL "C"-VALUES USED FOA RATIONAL METHOD
NOTE: COMPUTE WNFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
'USER-DEFINED STREET-SECTIONS FOR COOPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURH GUTTER-GEOMETRIES: MANNING
WIOTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
N0. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30 0 20 0 0.018/0.018/0.020 0 67 2 00 0 0373 0 167 0 0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FE£T
as (Maximum Allowable Street Flow Depth) -(TOp-of-CUrb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/5)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE OPSTREAM TRIHUTARY PIPE.*
+' __"__"_'____"______"__""_"________"'_" __+
I
I I
'--------------------------- s -----------------'
>+...........>++>._+.._:._>...>+.: .>..+..+......,~+.+..>++__._+.>..++>._..+
£LOW PROCESS FROM NODE 210.50 TO NODE 210.00 IS CODE = 21
»»>RA'fIONAL METHOD INITIAL SOBAREA ANALYSISGG<G<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT I5: UNDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH'*3)/(ELEVATION CNANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 550.00
UPSTREAM ELEVATION = 1116.00
DOWNSTREAM ELEVATION = 1102.00
ELEVATION DIFFERENCE = 16.00
TC = 0.709*[( 550.00*'3)/( 16.00)]**.2 = 17.959
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1. 727
USER-SPECIFIED RONOFF COEFFICIENT = .5602
SOIL CLASSIFICATION IS "B"
SUSAREA AUNOFF(CFS) = 5.80
TOTAL AREA(ACRES) = 6.00 TOTAL RUNOFF
_____________________________________ --
- (CFS) = 5.80
-
____________________
--
----
END OF STUDY SUN4IARY: --
-___
TOTAL AREA(ACRES) = 6.00 TC(MIN.) = 17.96
PEAK FLOW RATE(CFS) = 5.60
~3
/ ~ ~~~, ~~' ~.~~~~J~
Page 1 of 2
i'
' 35210EX.RES
------ ---________ _______ _______°______ _______________________°____________-
END OF RATIONAL METHOD ANALYSIS
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Page 2 of 2
i~
~ 35210PR.RES
,..,,..,><„<.......>.>,...,.>,...> ........................................>
, RATIONAL METHO~ HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL S WATER CONSERVATION DISTRICT
iRCFC6WCD) 1976 HYDROLOGY MANUAL
_(c) Copyright 1982-2000 Advanced Engineering Software (aes)
ver. 1.SA Release Date: O1/O1/2000 License ID 1269
, Analysis prepaied by:
RHF fi Associates
. 19725 Alton Parkway
Irvine, CA 92618
FILE NAME: 35210PR.DAT
TIME/DATE OF STUDY: 19:53 08/07/2001
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
_"_"_"_'_
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.55
10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOOR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880
100-YEAA STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.980
100-YEAR STORM 60-MINOTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATZON CURVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CORVE = 0.5995536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1-HOUR INTENSITY(INCA/HOUR) = 0.889
SLOPE OF INTENSITY DURATION CURVE = 0.5506
RCFC6WCD HYDROLOGY MANUAL "C'-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFCbWCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-OEFINED STREET-SECTIONS FOA COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
N0. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30 0 20 0 0.018/0 018/0.020 0.67 2 00 0.03i3 0 167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) -(TOp-of-CUrb)
2. (Depth)*(Ve].ocity) Constraint = 6.0 (FT'FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
xxxxxxx.+.xx.+r:+....+++..x+.x+.x++:~+..>.i+..+.+x.+x..x++..+.a++..::...x+:xx
FLOW PROCESS FROM NODE 210.50 TO NODE 210.00 IS CODE = 21
»»>RATIONAL METAOD INITIAL SUBAREA ANALYSIS««<
' ASSUMED INITIAL SUBAREA UNIFORM ~~
DEVELOPMENT IS SINGLE FAMILY (1/9 ACRE)
TC = K*[(LENGTH°*3)/(ELEVATION CHANGE)7*'.2
INITIAL SUBAREA FLOW-LENGTH = 836.00
' UPSTREAM ELEVATION = 1129.30
DOWNSTREAM ELEVATION = 1116.85
ELEVATION DIFFERENCE = 7.95
TC = 0.393*[( 836.00**3)/( 7.45)7**.2 = 19.888
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.915
' USER-SPECIFIED RUNOFF COEFFICIENT = J909
SOIL CLASSIFICATION IS "B"
SUHAREA AUNOFF(CFS) = 9.90
TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 4.90
' +x+x:+x:.xx.xxxx++x+e.+++:+..++a.a.++..+.+.~+.xa+..~.++++..++.+..+.+~...++x+
FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 13
»»>CLEAR THE MAIN-STREAM MEMORY««<
~ +>.+s++:++.+x+.~.>..+:.+:+x.xx.+.+x+.xixx:++.++xx..+.s+~+.xx+:+x.:++sxxxxx~. / y 3 ,N. 'iF ~ P ~/LN V (~ J~~
FLOW PROCESS FROM NODE 220.50 TO NODE 220.00 IS CODE = 21 f ~~ ~
___'________"'__________"_'_"_'______________"'_____________'__ t ~e
' »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ,
Page 1 of 2
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35210PR.RES
_________________________________________-_________________________________
71550MED INITIAL SUBAREA [7NIFORM
DEVELOPMENT IS SINGLE FAMILY (1/9 ACRE)
TC = K"[(LENGTH**3)/(EL6VATION CHANGE)]**.2
INITIAL SUHAREA FLOW-LENGTH = 1000.00 .
UPSTREAM ELEVATION = 1129.30
DOWNSTREAM ELEVATION = 1119.56
ELEVATION OIFFERENCE = 9.79
TC = 0.393*[( 1000.00**3)/( 9.79)] ".2 = 15.712
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.H59
USER-SPECIFIED RUNOFE COEFFICIENT = .7378
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 7.59
TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 7.59
+.x+......x+w.+...+.:++++++++x.+:s.x.xx.x++.+xx++xx+.H+x..x+:+.::++:~+...+.x
FLOW PAOCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 13
__»>»CLEAR THE MAZN-STREAM MEMORY««<
_____________________________'__-____'_"_'_'_"""__-__-__'____-_-_'-_-_"
END OF STUDY SUPA7ARY:
TOTAL AREA(ACRES) = 0.01 TC(MIN.) = 5.00
PEAK FLOW RATE(CFS) = 1.00
---------------"'__-__'_'__-_-_____-_--_--_~'~_______-______-__'________-__
END OF RATIONAL METNOD ANALYSIS
Page 2 of 2
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