HomeMy WebLinkAboutDrainage Study Report (2)DRAINAGE STUDY
REPORT
Tract 29928, 29928-1, 29928-2, and 29928-3: Harveston
City of Temecula, California
May 15, 2002
Prepared for:
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
CON5LJLTING 909.676.8042telephone
909.676.72400 fax
RBF JN 15-100352.001
/
~Y
Revision History
Date Comments
8/23/01 Original
11/15/01 Modified per
comments City of
Temecula
5/15/02 Modified per 2"tl plan
check comments
C.O.T.
C58580
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' TABLE OF CONTENTS
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, STUDY SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
1.1 Background ....................................................1
1.2 Drainage Pattern ................................................1
' 1.3 Hydrology ......................................................1
1.4 Hydraulics .....................................................2
' TABLE OF APPENDICES
' Appendix A ........................................................... Figures
Appendix B .......................................................... Exhibits
' Appendix C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydrologic Calculations
Appendix D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydraulic Calculations
Appendix E . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Storm Drain Improvement Plan
I TABLE OF FIGURES
Figure 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Vicinity Map
' Figure 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Tract Location Map
Figure 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydrologic Soils Group Map
'
TABLE OF EXHIBITS
' Exhibit A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Existing Condition
Exhibit6 ........................... ........................ Proposed Condition
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' H:IPDATAV5f003521CALCWytlrologyl752rp001.wptl
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' TRACT 29928, 29928-1, 29928-2, 29928-3 DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN i ••• Z
'
~
STUDY SUMMARY
~
~ 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 boundarywith respect
to the overall 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 directly 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 local 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.
' 7.2 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
t 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
3
' STUDYSUMMARY
' "Murrieta -Temecula and Rancho California" areas. Basic assumptions and criteria for use in runoff
computations are:
' • Hydrologic Soil Group B or BC;
• Initial area is generally less than about 10 acres and flow path lengths less than 1,000 feet.
' Figure 3 shows the hydrologic soils group (HSG) over the project area. This figure shows that the
project site has a HSG of type B, except for 19 acres of the site which is HSG of type BC. Tract
, 29928-1 has HSG type B. Appropriate changes have been made in hydrologic models for tracts
29928, 29928-2, and 29928-3 to account for 19 acres of HSG type BC. The hydrology report for
these tracts are included in the Harveston Drainage Infrastructure Design Report. Exhibit-D of the
~ Drainage Infrastructure Design Report shows the proposed condition drainage basin boundarywith
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.
'
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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
'
'
tJ
10-year Frequency 100-year Frequency
Sub-basin
Name Drainage
Area (ac)
Tc (min)
~+ peak ~~s)
Tc (min)
Q~ak (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 Flood 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 include 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.
'
' TRACT 29928, 29928-1, 29928-2, 29928-3 DESIGN REPORT ~
HARVESTON SPECIFIC SITE PLAN 2
~
i '
STUDYSUMMARY
' Appendix D includes the hydraulic calculation results report. Inlets were designed for the 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
drain improvement plan is included with the study report that shows the pipe and the HGL profile
of the designed pipes.
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Table C: Designed Pipe Size Summary
Pipe Name Diameter pownstream System
Lat. O-1 18 in. Margarita Rd Stormdrain System
Lat. O-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
5
TRACT 29928, 29928-1, 29928-2. 29928-3 DESIGN REPORT ~
' HARVESTON SPECIFIC SITE PLAN 3
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~ 100-YEAR
I EXISTING CONDITION
,,' HYDROLOGY CALCULATIONS
SUMMARY
~
~
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~
'
~
~
~
~
~ ~~
~
'
ll
352100EX.RES
.................>.,.,,~..,,.,,.,,,....>,,.....,.,,.,..,.,,.,..
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON '
RIVERSIDE COUNTY FLOOD CONTROL 5 WATER CONS£RVATION DISTRICT
, (ACFCfiWCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2000 Advanced Engineering Software (aes)
,Ver. 1.SA Release Date: O1/O1/2000 License ID 1264
' Analysis prepared by:
RBF & Associates
19725 Alton Parkway
Irvine, CA 92618
' __'_____'___________'_'___"___'_____'___"'____'__________'_'____"___
FILE NAME: 352100EX.DAT
TIME/DATE OF STUDY: 13:12 08/22/2001
' "'___'_'____"_____'______'____"________"'____'______'_______""___"'__
--USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMP.TION:
___"__'_'________'___'_'___'_'_______"'_____'___"'_____"'__'____"'__
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
' SPECIFIED PERCENT OF GAADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.55
10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MINUTE INTENSI~Y(INCH/HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/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
COMPOTED RAINFALL INTENSITY DATA:
STOAM EVENT = 100.00 1-HOOR INTENSITY(INCH/HOUR) = 1.300
' SLOPE OF INTENSITY DURATION CURVE = 0.5996
RCFC6WCD HY-ROLOGY MANUAL "C"-VALUES OSED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFCSWCD HYDROLOGY MANOAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLE~ PIpEFLOW AND STREETFLOW MODEL'
, HALF- CROWN TO STftEET-CROSSFALL: CUAB GOTTER-GEOMETRIES: MANNIN6
WIDTH CAOSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
~I =__ _____ _________ _________________ _____ ___"_ _____ _______
i 1 30.0 20.0 0.016/0.018/0.020 0.67 2 00 0.0313 0 167 0 0150
. ' GLOBAL STREET FLO:V-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximiun A1lowable Street elow 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 OPSTREAM TRIBOTARY PIPE.*
+.++x.x++x+.x+..s+:..+~+.+x+x++xx+x...:.a:+.+>s+++x+.:+.~+++.x«+.+sx.+x+.r..
' FLOW PROCESS FROM NODE 210.SG TO NODE 210.00 IS CODE = 21
___'______'_______'___________"___'_____"_____"'_________'__'________
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
_________"_____'_____-____________'-____'_'_______________'_'-__
~ ASSUMED INITIAL SUHAREA UNIFORM
~~ DEVELOPMENT IS: ONDEVELOPED WITH FAIR COVER
TC = K*[(LENGTH**3)/(ELEVATION CNANGE)]'*.2
INITIAL SUBAREA FLOW-LENGTH = 550.00
OPSTREAM ELEVATION = 1116.00
DOWNSTREAM ELEVATION = 1102.00
' ELEVATION DIFFERENCE = 16.00
TC = 0 J09*[( 550.00'*3)/( 16.00)7*#.2 = 17.959
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.523
USER-SPECIFSED RUNOFF COEFFICIENT = .6359
SOIL CLASSIFICATION IS "B"
, SUBAREA RUNOFF(CFS) = 9.62
TOTAL AREA(ACRES) = 6.00 TOTAL RUNOFF(CFS) = 9.62
_____-_'_____-_'_______________'________________-_"_________-______________
END OF STUDY SUbSfARY:
, --TOTAL-AREA(ACRES)---_-_----_-6.00-_TC(MIN-)-------17.96-------------------
PEAK FLOW RATE(CFS) 9.62
__________________________'_____~_____-____-__________- -____________'_-____
END OF RATIONAL METHOD ANALYSIS
' 1
l~ - ~~ ~~c~~'~.~~J
, Page 1 of 1
\Y
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1
100-YEAR.
PROPOSED CONDITION
HYDROLOGY CALCULATIONS
SUMMARY
~3
'
352100PR.RES
' ~,,,,,,,,,,,,,,,,,~,.,.,,.,.~.~,.,,,...,..,,....,,.,....,,,..>...,..,,,,..,.
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL 6 WATER CONSERVATION DISTRICT
' (RCFC&WCD) 1978 HYDROLOGY MANOAL
(c) Copyright 1982-2000 Advanced Engineering Softwaxe (aes)
Ver. 1.SA Release Date: O1/O1/2000 License ID 1269
, Analysis piepared by:
RBF 6 Associates
14725 A1ton Paxkway
Irvine, CA 9261B
~ , _______'_______'_'_________"____"____"_______________'_'_"_______'_'____
FILE NAME: 352100PR.DAT
TIME/~ATE OF STUDY: 15:48 08/02/2001
t ____"_____"________'_""_____"____"'___"'________"'_' _'_____
'~ _ USEA SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
'__'__"________"'______________'____"'______"""'_____'__'______'
USER SPECIFIED STOAM EVENT(YEAR) = 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-MINOTE INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MINOTE INTENSITY(INCH/HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.980
' 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOOR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CORVE = 0.5505732
SLOPE OF 100-YEAA INTENSITY-DURATION CURVE = 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOOR) = 1.300
' SLOPE OF INTENSITY WRATION CURVE = 0.5996
RCFCSWCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFCSWCD HYDROLOGY MANOAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
, HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/O.O1B/0.020 0.67 2 00 0.0313 0.167 0.0150
' GLOBAL STREEP FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum A1lowable Street Flow Depth) -(TOp-of-CUrb)
, 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WTTH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBOTAAY pIPE.*
.~:..x<.~++~.+..++s:++.++.+wx+.+>+~~+i.++s..+..++.+x+~..xwx>x;+e:+:~«x+++xt.>
FLOW PAOCESS FROM NODE 210.50 TO NODE 210.00 IS CODE = 21
____""_________'_'________'_______'
' _________'______________"________
»»>AATSONAL METHOD INITIAL SUBAREA ANALYSIS««<
__________________"_
-_______
_______-_______'___________-_'-_'_____-_
_______
ASSUMED INITIAL SUBAAEA ONIFORM
~~ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
' TC = K*[(LENGTH**3)/(ELEVATION CHANGE)~**.2
INITIAL SUBAREA FLOW-LENGTH = 836.00
UPSTREAM FLEVATION = 1129.30
~ DOWNSTREAM ELEVATION = 1116.85
ELEVATION DIFFERENCE = 7.45
' TC = 0.393*[( 836.00*'3)/( 7.45)]"*.2 = 19.868
100 YEAR RASNFALL INTENSITY(INCH/HOUR) = 2.796
USER-SPECIFIED RUNOFF COEFFICIENT = .7779
SOIL CLASSIFICATION IS "H"
SUBAREA RUNOFF(CFS) = 6J9
' TOTAL AREA(ACRES) = 3.10 TOTAL AUNOFF(CFS) = 6 J9
~ ~+~.a.+:+~~x~r...:x+..+e++..+Y.~+~x+rx+~~x+.*+..+.x.x..x++si.+s.s++~~.r>.+.+
' FLOW PROCESS FROM NOOE 210.00 TO NODE 210.00 IS CODE = 13
___"______'__'____"_____'_'___'________"""______'_____""_______'__
»»>CLEAR THE MAIN-STREAM MEMORY««G
x:x.~+~xx~:ww+r.+~~.+s~sx~ax+ixs+wxx~rwixa:xw.rxx+>:+:aa:w.++~w.++++xxxt.~:~ \~
, FLOW PROCESS FROM NODE 220.50 TO NO~E 220.00 IS CODE = 21 /)
~
'
»»>RATIONAL METHOO INITIAL SUBAREA ANALYSIS««< /~` ~~ ~
~~~
f
~
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352100PR.RES
-_----='=ASSOMED INITIAL SUBAREA UNIFORM =_______'___________'_____________
~EVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = R'[(LEN6TH**3~/(ELEVATION CHANGE)j*',p
INITLAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = ll24.30
DOWNSTREAM ELEVATION = 1119.Sfi
ELEVATION DIFFERENCE = 9.79
TC = 0.393*[( 1000.00**3)/( 9.74)]**.2 = 15.712
100 YEAR RAINFALL SNTENSITY(INCH/AOUR) = 2 J15
USEA-SPECIEIED RUNOFF COEFFICIENT = .77q7
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 11.57
TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 11.57
+.+++r.x..x;oxxr+.x.>tx.x+t:r+++:++st+:u..+wxx+++>xx.+.++++i::x..+i.x..+x..x+.
FLOW PROCE55 FROM NODE 220.00 TO NODE 220.00 IS CODE = 13
_______"___'____'________'____"__'____'___'___'___'_____"_____'____'____'
»»>CLEAR THE MAIN-STREAM MEMORY««<
__-____'___'____'____________________________________
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.01 TC(MIN.) = 5.00
PEAK FLOW RATE(CFS) = 1.00
_'_____________________________'__-'__-'__-______'__ -___
'____________________'___-_____-_
END OF RATIONAL METHOD ANALYSIS
1
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Page 2 of 2
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~ 10-YEAR
EXISTING CONDITION
HYDROLOGY CALCULATIONS
SUMMARY
~~
'
,
35210EX.RES
RATIONAL~METHOD~HYDROLOGY~COMPUTER~PROGRAM~BASED~ON~~~~~~~x+..x.
AIVERSIDE COUNTY FLOOD CONTROL d WATER CONSERVATION DISTAICT
' (RCFCSWCO) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2000 Advanced Engineering Software laes)
Ver. 1.SA Aelease Date: O1/O1/2000 License ID 1269
, Analysis prepaxed by:
RBF fi ASSOCi3te5
19725 Alton Parkway
Irvine, CA 92618
~ _"_____'_______'_'_____'______'____'________________"______'_______'_____'
FILE NAME: 35210EX.DAT
TIME/DATE OF STUDY: 11:02 OB/23/2001
~ __"___'_'_______'_______'___________'____'___"_____'______""_____"___'_
__OSER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMP.TION:
"_______'_____"_____'______'____'____'_____'______"_'______"______
OSER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
, SPECIFIE~ 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-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480
~ 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DORATION CURVE = 0.5995536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1-HOOR INTENSITY(INCH/HOUR)'= 0.689
' SLOPE OF INTENSITY DURATION CURVE = 0.5506
RCFCSWCD HYDROLOGY MANUAL "C"-VALUES USEO FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALOES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMHINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MO~EL'
1 HALF- CROWN TO STREET-CROSSFALL: CORB GOTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OOT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIOE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20 0 0 018/0.018/0 020 0.67 2 00 0 0313 0 167 0 0150
1 GLOHAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative F1ow-Depth = 0.00 FEET
. 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 UPSTAEAM TRIBUTARY PIPE.*
,
,
,
~
,
~
'
' ______________'____"____'______'__________'_________'___}
~
I ~
}_"'__'__'_______'___'______"'____'________'_"_____"_____'_________"__}
xx.i+s++x«>isit~.+~.xss++t++i.:++.xx~x+~:>::x++.+:+.+++x3ss+x+.:.+x++~x+..+~
FLOW PROCESS FROM NODE 210.50 TO NODE 210.00 IS CODE = 21
_________________"'_______________'__'_____"'______"_______'__'_'_____'
»»>[tATIONAL METHOD IMTIAL SUBAREA ANALYSIS««<
_'__________________________________________________________'_-______-__-___
ASSUME~ INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC = K*((LENGTH*i3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 550.00
UPSTREAM ELEVATION = 1118.00
~OWNSTREAM ELEVATION = ll02.00
ELEVATION DZFFERENCE = 16.00
TC = 0.709*[( 550.00'*3)/( 16.00)]**.2 = 17.959
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.727
USER-SPECIFIED RUNOFF COEFFICIENT = .5602
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 5.80
TOTAL AREA(ACRES) = 6.00 TOTAL RUNOFF(CFS) = 5.80
_'___-__'________-_"_____-_'-____-'________________________________'_______
END OF STU-Y SUMMARY:
TOTAL AREA(ACRES) = 6.00 TC(MIN.) = 17.96
=-PEAK-FLOW_RATE(CFS7=-'==_-_-_5_g~=-_=___~_____-'__________________________
/+~~'~~~. ~~`~~~.~~°~~
Page 1 of 2
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35210EX.RES
-----____________________________________________=________________________
END OF RATIONAL METHOD ANALYSIS
1
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Page 2 of 2
~
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~ 10-YEAR
~ I PROPOSED CONDITION
' HYDROLOGY CALCULATIONS
;~
; SUMMARY
~~
;
;~
~~
i
;~
~~
i~
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~
;~
:~
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.~
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C~
1
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35210PR.RES
............................................................................
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL s WATER CONSERVATION DISTRICT
(RCFC6WCD) 1978 HYDROLOGY MANUAL
(cI Copyiight 1982-2000 Advanced Engineering Software (aes)
Vei. 1.SA Release Date: O1/O1/2000 License ID 1264
Analysis prepared by:
RHF 6 Associates
19725 Alton Parkway
Irvine, CA 92618
______'__"____________'_______"'_"_____"'_______"__"_'_'_'______
FILE NAME: 35210PR.DAT
TIME/DATE OF STUDY: 19:53 08/07/2001 '
______"__'____'____'_______"________"_________'___'_"'_______
USER SPECIFIED HYDROLOGY AND HYDRAOLIC 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-MINOTE INTENSITY(INCA/HOUR) = 2.360
10-YEAR STORM 60-MINOTE INTENSITY(INCH/HOUR) = 0.880
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 = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5995536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = O.B89
SLOPE OF INTENSITY DORATION CORVE = 0.5506
RCEC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALOES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMHINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOA COUPLED pIPEFLOW AND STREETFLOW MODEL'
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARA- HEiGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0 O18/0.020 0 6"7 2 00 0 0313 0 167 0 0150
GLOHAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum A1lowable Street Flow Depthl -(TOp-of-CUrb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/5)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIHUTARY PIPE.*
.+++.s+.x.~+.+.et:+sx.r++s...++:.+.+s.+>+.r.:...+..+.x:+..+.::+++.xxx.+..+.x
, ELOW PROCESS FROM NODE 210.50 TO NODE 210.00 IS CODE = 21
_'______________'__________'______'_'
_____"____________________'______
»»>RATIONAL METHOO INITIAL SUBAREA ANALYSIS««<
"---=-==
ASSOMED INITIAL SOBAAEA UNIFORM ___________________________________
DEVELOPMENT IS SINGLE FAMILY (1/9 ACRE)
~ TC = K*[(LENGTH**3)/(ELEVATION CAANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 836.00
OPSTREAM ELEVATION = 1124.30
DOWNSTREAM ELEVATION = 1116.85
ELEVATION DIFFERENCE = 7.95
' TC = 0.393'[( 836.00**3)/( 7.95)]**.2 = 14.888
10 YEAR RAINFALL INTENSITY(INCHBOUR) = 1.915
USER-SPECIFIED RUNOFF COEFFICIENT = .7909
' SOIL CLASSIFICATION IS "B"
SUBAAEA RUNOFF(CFS) = 9.90
TOTAL AREA(ACRES) = 3.10 TOTAL RONOFF(CFS) = 9.40
x<.sx:+~xxr++.sx::~~xx.~.x++xx+~:~.++..xxex+x+i+x:ax..+++a.ex.:s++~+ww+....+.
FLOW PAOCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 13
__'_'____________"""______"'_'___"_
' ____'__"________'__'__"_""___
»»>CLEAR THE MAIN-STREAM MEMORY«<G<
-----------_
_
-----------
________________________
..........................>.,.,,.,,.,..,.,....,..,.,.,....,,.,,,,..,,....,,.
~'~ ~ ~~
, FLOW PROCESS FROM NODE 220.50 TO NODE 220.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ~
'
~/G+7 6~p !E)
~
Page 1 of 2
'
35210PR.RES
1 ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
, TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1129.30
DOWNSTREAM ELEVATION = 1114.56
ELEVATION DIFFERENCE = 9.7q
' TC = 0.393*[( 1000.00*'3)/( 9 J4)]**.2 = 15 J12
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.859
USER-SPECIFIED RUNOFF COEFFICIENT = .7378
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 7.54
' * TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 7,59
.+~x~.+.r:.xx.:..:....+xxx+.+~w.x.++.+.++..x+..x.rx:x.+x.+..x>x.x++.+~,~+x+.
FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 13
_______________"'_____'_____'___________'____'______'______"______"_____'
, »»>CLEAR THE MAIN-STREAM MEMORY««G
_____________'_-___'____-______-_-____-'___-____-____--___________---___-___
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.01 TC(MIN.) = 5.00
' PEAK FLOW AATE(CFS) = 1.00
___________"-____'___________'___--_'_______________________.-_-________-__
END OE RATIONAL METHOD ANALYSIS ~
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~ Page 2 of 2
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1 Appendix D:
1
1 Hydraulic Calculations
1
1
1
1
1
1
1
1
1
1
~ ~
,
~
'
'
,
~ LINE C
I HYDRAULIC CALCULATIONS
~ SUMMARY
~
~
~
~
~
~
~
~
~
~
~ ~
'
'
'
'
t
~ LAT E RA L C 1
~ HYDRAULIC CALCULATIONS
' SUMMARY
~
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LAT E RA L O 1
I HYDRAULIC CALCULATIONS
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~ CATC H BAS I N
~ SIZING
HYDRAULIC CALCULATIONS
~ SUMMARY
~
~
~
~
~
~
0
~
~
~
~ ~
,
'
Catchbasin Inlet Size Desi n
, Catchbasin
ID Hydrology Pipe ID Q,oo Inflow (cfs)
Node ID Length (ft) Designed
Capacity
(cfs-
5 142 C-1 6.3 7 22
' 6 144 C-2 9.0 7 22
7 145 C 11.4 7 22
8 172 D 6.6 7 22
, 13 178 E-2 102 7 22
14 180 E-1 5.5 7 22
15 182 E 7.6 7 22
27 210 O-1 6.7 7 22
' 28 220 O-2 11.6 7 22
' Notes:
1
All inlets in sag conditions.
2 Inlet capacity for spread < 16' and depth <10".
'
'
, ,
'
'
,
'
1
'
'
' ~
' 3521nIetsSize.xls 11/14/2001 RBF Consulting
'
Worksheet
' Worksheet for Curb Inlet In Sag
ProjeIX Description
' Worksheet CB in Sag
Type Curb Inlet In S~
Solve For Spread
' Input Data
Discharge 22.00 cfs C-"~
C
~~.~
t~~
,
Gutter Width 2.00 ft .
.
~
, Gutter Cross Slope 9.9 %
Road Cross Slope 1.7 %
CurbOpeningLen
7
00 ft ~~
~
~
~
~
.
,- t~
' Opening Height 0.50 ft
Curb Throat Type ionzontal
Local Depression 4.0 in
, Local Depression l 4.00 ft
Results
Spread 15.95 ft
' Throat Incline M 30.00 degree
Depth 0.77 ft
Gutter Depressio 2.0 in
, Total Depression 6.0 in
Notes: Capacity for a 4 ft basin
'
'
,
,
'
, ,
,
,
' ~1
h:~pdata\15100181\tlwg\hytlrolog\181cb.fm2
Robert Bein, William Frost 8 Associates Projed Engineer: Ejaz Mohammatl, P.E.
,
08/23/07 03:04:17 PM ~ Haestatl Methotls, Inc.
37 Brooksitle Roatl Watefbury, CT 06708 USA FlowMaster v6.0 [614b]
(203) 755-1686 Pa e 1 oi'I
9
,
'
'
,
'
'
1
1
1
~~
i
1
i
1
1
1
~~
i
Appendix E:
Storm Drain Improvement
Plan
1 ~