HomeMy WebLinkAboutDrainage Oct. 10, 2001'
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' DRAINAGE STUDY
, REPORT
' Tract 30088: Harveston
City of Temecula, California
' October 10, 2001
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' Prepared for:
Lennar
' 24800 Chrisanta Drive
Mission Viejo, California
' Prepared by:
~ RBF CONSULTING
27555 Ynez Road, Suite 400
~ ~ ~ Temecula, Cafifornia 92591-4679
' C O N 5 U LTI N G 909.676.8042 telephone ~
909.676.72400 fax
, Contact Person:
Ejaz Mohammad, RCE 58580
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RBF JN 15-100350.001
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TABLE OF CONTENTS
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, STUDY SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
1.1 Background . . ~ ~ ~
1.2 Drainage Pattern . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
~ 1.3 Hydrology ' ....................................................3
1.4 Hydraulics .
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TABLE OF APPENDICES
, Fi ures
Appendix A ........................................................... g
Appendix B .......................................................... Exhibits
~ Appendix C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydrologic Calculations
Appendix D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydraulic Calculations
Appendix E . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Storm Drain Improvement Plan
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TABLE OF FIGURES
' Figure 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Vicinity Map
Figure 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydrologic Soils Group Map
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, TABLE OF EXHIBITS
Exhibit A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Pre Development Hydrology Map
, Exhibit B . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Post Development Hydrology Map
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' H:~pdate115f0o3501CALCNytlrology1350rp00f.wptl
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~ TRACT 30088 DRAINAGE STUDY REPORT ~ Z
HARVESTON SPECIFIC SITE PLAN i
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STUDY SUMMARY
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' 1.1 Background
' The proposed tract (Tract 30088) 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.
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 Parkwhich 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 30088, in the existing condition, sheet flows southerly towards a desilting basin located
south of the tract. This flow is finally picked up by a 30" pipe at the outlet of the desilting basin, and
I is carried across Margarita Road to outlet to the Santa Getrudis Creek.
Catchbasin inlets at the west end of Township Road collect drainage water from portions of Santa
, Ysabel Elementary School. The collected drainage water from the school flows through the
existing 24" storm drain pipe in Township Road to the existing 72" storm drain pipe in Margarita
Road. The Margarita Road stormdrain pipe drains to the Santa Gertrudis Creek.
~ An existing catchbasin inlet in Margarita Road colfects drainage waterfrom the street and delivers
to the 72" storm drain pipe in Margarita Road.
~ in the proposed condition, we plan to catch the storm drain water from Tract 30088 through
catchbasin inlets and deliver to the 72" storm drain pipe in Margarita Road through the existing 24"
pipe in Township Road. Another iniet in Street XX will catch drainage water from the tract and
, deliver to 72" storm drain pipe in Margarita Road through a 24" storm drain pipe (Line G.)
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' TRACT 30088 DRAINAGE STUDY REPORT ~
HARVESTON SPECIFIC SITE PLAN 1 •
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, STUDYSUMMARY
, 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 hypotheticai storm return frequencies.
, Rainfall used in the studies was taken from the Riverside County Hydrology Manual for the
"Murrieta -Temecula and Rancho California" areas. Basic assumptions and criteria for use in runoff
computations are:
, • Soii Group B;
' • Initial area is generally less than about 10 acres and flow path lengths Iess than 1,000 feet.
Figure 3 shows the hydroiogic soils group over the master plan boundary.
, Hydrology calculation report is included in Appendix C for the existing and the proposed condition,
fcr a retum frequency of 10- and 100-year. Exhibit A and B show the existing and proposed
, condition drainage basin boundary. Tabie A and B below summarize the hydrology study results
for each subbasin in this tract.
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Table A: Tract 30088 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)
300 16.4 14.1 19.1 14.1 31.3
310 18.5 14.5 21.0 14.5 34.4
Table B: Tract 30088 Peak Flow Summary for the Proposed Condition
10-year Frequency 100-year Frequency
Sub-basin
Name Drainage
Area (ac)
Tc (min)
QPeap (cfs)
Tc (min)
Qpeak (cfs)
310 3.0 13.0 4.6 13.0 7.1
326 3.2 9.1 7.0 9.1 10.3
324 2.5 12.9 3.9 12.9 5.9
322 3.6 13.3 5.5 13.3 8.4
330 3.1 10.2 5.9 10.2 8.8
349 0.8 6.5 2.1 6.5 3.1
347 2.4 11.5 4.6 11.5 6.8
343 15.9 10.3 32.5 10.3 47.8
' TRACT 30088 DRAINAGE STUDY REPORT ~ L~
HARVESTON SPECIFIC SITE PLAN 2
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STUDYSUMMARY
' 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 elevation for the Line B joining Margarita Road Storm Drain system
was taken from the Harveston School Voluntary Street Improvement Plan (Drawing No. LD000-
058C0). This plan takes into account the flow from entire Tract 30088 for the ultimate condition
' development, with a total flow of 26.0 cfs in the pipe downstream. The flow in this pipe, according
to the current study is 21.8 cfs. The proposed flow is smaller than the ultimate designed flow for
the current pipe, therefore the downstream hydraulic condition assumed for the current study is
' more conservative.
The downstream water surFace elevation for Line G(flow 7.1 cfs) joining Margarita Road Storm
, Drain system was taken from the existing plan, drawing 7-154. The flow is much smaller than the
existing flow in Margarita Road pipe (251 cfs) that the downstream water surface elevation is not
expected to change appreciably.
' 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.
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Table C below summari2es the pipe sizes designed in this study. The storm drain improvement
plan is included with the study report that shows the pipe and the HGL profile of the designed
pipes.
Table C: Designed Pipe Size Summary
Pipe Name Diameter pownstream System
Line G 24 in. Margarita Rd Stormdrain System
Lat. B-1 18 in. Margarita Rd Stormdrain System
Lat. B-2 18 in. Margarita Rd Stormdrain System
' TRACT 30088 DRAINAGE STUDY REPORT ~
HARVESTON SPECIFIC SITE PLAN 3 ~
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Appendix B:
Exhibits
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Appendix C:
Hydrologic Calculations
~z
100-Year
Pre-Development Hydrology Report
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350100EX.RES
.,~..,....~,,,,,,,,,,,,,,,,,,,,,,>.,...,,.,.,.<,>...,__.,,.,,...,._,,...,._.
RATIONAL METHOD HYDROLOGY COMPUTER PR06AAM BASE~ ON
RIVERSIDE COONTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1976 HYDROLOGY MANUAL
(c) Copyright 1982-2000 Advanced Engineexing Software (aes)
Ver. 1.SA Release ~ate: O1/O1/2000 License ID 1264
Analysis prepared by:
RBF 6 Associates
19725 Alton Paikway
Itvine, CA 92618
FILE NAME: 350100EX.DAT
TIME/OATE OF STODY: 19:56 10/09/2001
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
_'_______'__'______""_______'_____________'_"'_'_____'______'__________'_
USEA SPECIFIED STORM 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-MINUTE INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ ~0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480
100-Y£AR STOAM 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
COMPUTED RAINFALL INTENSITY DATA: '
STORM EV£NT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300
SLOPE OF INTENSITY DURATION CURVE = 0.5496
RCFCfiWCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALOES ACCORDING TO RCFCSWCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
'"USEA-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 0.018/0.018/0 020 0 fi7 2 00 0 0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Aelative F1ow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow ~epth) -(TOp-of-CUxb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/5)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE OPSTREAM TRIHOTARY PIPE.*
+.>+:~a>.:x:~ox~x+..x++++...+.xx++...++.+..xx+.x++..x.+xx..>«++x.+:+.+.>x.+.::
ELOW PROCE55 FROM NODE 300.50 TO NODE 300.00 IS CODE = 21
___'______________________'______'__' '_"_'____"______"________
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
___'____ _______________ _______________________ ______________ _________
ASSOMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVEA
TC = K*[(LENGTH**3)/(ELEVATION CAANGE)]"`.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = ll51.00 ~
DOWNSTREAM ELEVATION = 1073.00
ELEVATION DI~FFERENCE = 78.00 ~
TC = 0.533*[( 1000.00*"3)/( 78.00)]**.2 = 19.060
100 YEAR AAINFALL INTENSITY(INCH/HOUR) = 2.886
USER-SPECIFIED RUNOFF COEFFICIENT = .6603
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 31.25
TOTAL AAEA(ACRES) = 16.90 TOTAL RUNOFF(CFS) = 31.25
.+.+..:~w.~+.+:+....a.~.~.+.++e>+..s+:~:~x.~.+~:.+.++++.a~~+w+.+:~+.::e>+.xai:fx+•
FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 13
»»>CLEAR THE MP.IN-STREAM MEMORY««G
Page 1 of 2
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350100EX.RES
...................................>..,~...>.>.,,>,.,,;,...>,,...,.,._,,.,..
1 __FLOW_PROCESS FROM NODE 310.50 TO NODE 310.00 IS CODE = 21
"___"'_'_________"'___________________"____"______'_'
»»>RATIONAL METHOD INITIAL SUHAREA ANALYSIS««<
_-________- '______'_'_________________ _________________'________'____'____
~ ASSUMED INITIAL SOBAREA UNIFOAM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH*'3)/(ELEVATION CHANGE)]'*.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
OPSTREAM ELEVATION = 1191.00
1 DOWNSTREAM ELEVATION = 1075.00
ELEVATION DIFFERENCE = 6fi.00
TC = 0.533*[( 1000.00**3)/( 66.00)]**.2 = 19.538
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.833
USER-SPECIFIED RUNOFF COEFFICIENT = .6570
, SOIL CLASSIFICATION IS "H" '
SUHAREA RUNOFF(CFS) = 39.49
POTAL AREA(ACRES) = 18.50 TOTAL RUNOFF(CFS) = 34.49
+:.x.s++.+~.+.xx+++...~>xxxx:+s+.+xx.+x~:~x~~++~x..xx+.x...+....++.+++.+.:+~+x
~ -_FLOW-PROCE55-FROM NODE 310.00 TO NODE 310.00 IS CODE = 13
"'_________'_"________________"_'_'____'__'______ _
»»>CLEAR THE MAIN-STREAM MEMOAY«G«
1 END OF STUDY SUNR9ARY:--==---------------- '-__---_-__--_____-__-_--__-__ -
TOTAL AREA(ACRES) 0.01 TC(MIN.) = 5.00
PEAK FLOW RATE(CFS) = 1.00
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ENO OF RATIONAL METHOD ANALYSIS
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Page 2 of 2
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100-Year
~ Post-Development Hydrology Report
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350100PR.RES
>....,>,.,> ......................~,,,....>„_,.,,..>,,....,.._,,...,...._,..
RATIONAL METNOD HYDROLOGY COMPOTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFCSWCD) 1978 HYDROLOGY MANUAL
(c7 Copyright 1982-2000 Advanced Engineering Software (aes)
Ver. 1.SA Release Date: O1/O1/2000 License ID 1269
Analysis prepared by:
RHF 6 Associates
14725 Alto~ Parkway
Ixvine, CA 92618
FILE NAME: 350100PR.DAT
TIME/DATE OF STUDY: 14:57 10/09/2001
____'_'______"______" '_" "'__________"__
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
OSER 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-MINUTE INTENSITY(INCH/HOUR) = 0.880
100-YEAR STOftM 10-MINUTE INTENSITY(INCH/HOUA) = 3.980
100-YEAR STORM 60-MINUTE INTENSITY(INCR/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CORVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DUAATION CURVE = 0.5995536
COMYUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300 .
SLOPE OF INTENSITY DURATION CURVE = 0.5496
RCFCSWCD HYDAOLOGY MANUAL "C"-VALUES OSED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCOR~ING TO RCFCSWCD HYDROLOGY MANUAL
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 HIRE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30 0 20 0 0.018/0 O18/0.020 0.67 2 00 0 0313 0 167 0 0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. aelative Flow-Depth = 0.00 FEET
as (Maximum Allowable Stceet F1ow Depth) -(TOp-of-Cuib)
2. (Depth)`(Velocity) Constraint = 6.0 (FT'FT/5)
`SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQOAL TO THE UPSTREAM TRIBUTARY PIPE.*
+:++++..+..x+.+xx~x+e+rr~+~.+....++.:+xx.x+x.+>+.x++++>a++.+a~++..+:s~+++s..
FLOW P[tOCESS FROM NODE 310.50 TO NODE 310.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SOHAREA ANALYSIS««<
ASSUMED INITIAL SOBAAEA UNIFORM
DEVELOPMENT IS SINGLE £AMILY (1/9 ACRE)
TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SOBAREA FLOW-LENGTH = 610.00
UPSTREAM ELEVATION = 1117.77
DOWNSTREAM ELEVATION = 1ll2.00
ELEVATION DIFFERENCE = 5.77
TC = 0.393*[( 610.00**3)/( 5.77)7 ".2 = 12.969
100 YEAR RAINFALL INTENSITY(INCH/HOOR) = 3.017
USER-SPECIFIED RUNOFF COEFFICIENT = J890
SOIL CLASSIFICATION IS "H"
SUBAREA RUNOFF(CFS) = 7.10
TOTAL AREA(ACRES) = 3.00 TOTAL AUNOFF(CFS) = 7.10
x...:~:+........:~+...+.+x:•+e>+x.:x>.+x~+»a...x+x.+~.>s.+x+.+.xxx.x:~~s.t•+~:
FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 13
»»>CLEAR THE MAIN-STAEAM MEMORY««<
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350100PR.RES
~~~.........._>,> .............>,,,.,,,_,,,_.,.,...>....,,,.,,.,~...,.,..,,,.
, _ FLOW_PROCESS_FROM NODE 326.50 TO NODE 326.00 IS CODE = 21
'____'_'____"'_'_______'______"'_____"____'
»>»RATIONAL METHOD INITIAL SUeAREA ANALYSIS«<G<
___________ _______________________-___-_-_______'_______'_____ ______"
' ASSUMED INITIAL S[]BAREA UNIFORM
DEVELOPMENT IS CObRdERCIAL
TC = K*[(LENGTH**3)/IELEVATION CHANGE)]*'.2
INITIAL SOBAREA FLOW-LENGTH = 530.00
UPSTREAM ELEVATION = 1122.00
1 OOWNSTREAM ELEVATION = 1116.00
ELEVATION DIFFERENCE = 6.00
TC = 0.303'[( 530.00**3)/( 6.00)]'*.2 = 9.131
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.658
OSER-SPECIFIED RUNOFF COEFFICIENT = .8800
, SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 10.30
TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 10.30
+.x+...:.x:.•++.+x+.~.x+.e+~..+:x+.«.++~.+....+x+..+.+.x...+s~.>x.>+.+.sxx..+
, __FLOW PROCESS_FAOM_NODE__ 326.00 TO NOOE 321.00 IS CODE = 37
'__'__"_'______________"'____"'____'_'
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA««G
»»>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)G««
, ELEVATION ~ATA: UPSTAEAM(FEET) = 1114 16 DOWNSTREAM(FEET) = 1107.30
FLOW LENGTH(FEET) = 500.00 MANNING'S N= 0.015
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.58
, ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.30
PIPE TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 10.62
LONGEST FLOWPATH FROM NODE 326.50 TO NODE 321.00 = 1030.00 FEET.
~ ..+s..~~.+xss+x.x.+...++x.+++.+++.+:x.+<.x+...+...+..x+x+.:~.>xx.+~.+.x+.r+x
FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOA CONFLUENCE«<G<
. _________'__-_____'________'_______--""___________________'_____ _________
' TOTAL NOMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.62
RAINFALL INTENSITY(INCH/HR) = 3.37
TOTAL STREAM AREA(ACRES) = 3.20
, ;*PEAR FLOW RATE(CFS) AT CONFLUENCE = 10.30
.x~x+xx>r>..+x+.++.+.+++.+•++++.+w++x.a+.ax+a+++x.x.*s.+xx.+:+x+x+.:tx
FLOW PROCESS FROM NODE 324.50 TO NODE 324.00 IS CODE = 21
1 _-=_-==AATIONAL-METHOD_INITIAL-SUBAREA-ANALYSIS«G<-------------------------
~ ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/9 ACRE)
~ TC = K*[(LENGTH'~3)/(ELEVATION CHANGE)7'*.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1115.90
~ DOWNSTREAM ELEVATION = 1107.00
ELEVATION DIFFERENCE = 8.90
' TC = 0.393x[( 700.00**3)/( 8.90)7**.2 = 12.916
100 YEAR RAINEALL INTENSITY(INCH/HOUR) = 3.023
OSER-SPECIFIED RONOFF COEFFICIENT = .7842
SOIL CLASSIFICATION IS "B"
SOBAREA RUNOFF(CFS) = 5.93 '
, TOTAL AREA(ACAES) = 2.50 TOTAL RONOFF(CFS) = 5.93
x++++:>..x»+~+>sxx+x+x..+.:~x+.+.+.x:~.~.x~e.~<.xx:x++..xxx+++.+.~a~++..xxx+:
FLOW PROCESS FROM NODE 324.00 TO NODE 321.00 IS CODE = 31
' --»=--COMPUTE-PIPE-FLOW TRAVEL-TIME_THRU_SUHAREA--G<G----------------------
__»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 110"7.00 DOWNSTREAM(FEET) = 1106.50
' FLOW LENGTH(FEET) = 25.00 MANNING'S N= 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.69
,
Page 2 of 7
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350100PR.RES
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
~ PIPE-FLOW(CFS) = 5.93
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 12.99
LONGEST FLOWPATH FROM NODE 329.50 TO NODE 321.00 = 725.00 FEET.
+x..x.:+a.....++...+.a.~..+..xx.x.++.+a+s.+r.++++.~++.+x+e++s.+++.+++:..+t:+
~ FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 1
__'__________________'__"_'_'________________"__"_________'___
. »»>DESIGNATE INDEPENDENT STAEAM FOR CONFLUENCE««<
'_______________"__________________-__-_-__-___ -________-_____________'__
~ TOTAL NUMBER OF STAEAMS = 3
CONFLUENCE VALUES OSED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.99
RAINFALL INTENSITY(INCH/HR) = 3.01
TOTAL STREAM AREA(ACAES) = 2.50
, PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.93
:x*x+.+.xxx.x~x+.++~..++++aa+~++..+.+.+.x+.xx.x.++~+++~xx+.:...x.:xxx.~+..+x
FLOW PROCE55 FROM NODE 322.50 TO NODE 322.00 IS CODE = 21
~ -_»»>RATIONAL-METHOD-INITIAL-SUEAREA-ANALYSISG«G< -----------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
' TC = K'[(LENGTH*'3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 750.00
UPSTREAM ELEVATION = 1116.50
DOWNSTREAM ELEVATION = 1107.00
ELEVATION OIFEERENCE = 9.50
, TC = 0.393*(( 750.00"3)/( 9.50)j*'.2 = 13.287
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.977
OSER-SPECIFIED RUNOFF COEFFICIENT = .7829
SOIL CLASSIFICATION IS "H"
SUHAREA RUNOFF(CFS) = 8.39
' 4*=OTAH*AREA(ACAES) = 3.60 TOTAL RUNOFF(CFS) = 8.39
:.++..>:.+x+..+..:..x+:+.+:++.s+..+:.+s.>..+..~+.+++++++.x....++
FLOW PROCESS FROM NODE 322.00 TO NODE 321.00 IS CODE = 31
, --»>==COMPUTE-PIPE-FLOW-TRAVEL-TIME-THRU-SUBAREAG««----------------------
»»>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSORE FLOW) «<G<
ELEVATION DATA: OPSTREAM(FEET) = 1107.00 DOWNSTREAM(FEET) = 1106.50
, FLOW LENGTH(FEET) = 25.00 MANNING'S N= 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.10
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.39~
' PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 13.36
LONGEST FLOWPATH FROM NODE 322.50 TO NODE 321.00 = 775.00 FEET.
x~f~x+xexxxx+«~+w~++~~:x+++++aw~~++~+a+++++~+~:~~ex+:xx<+>w++x+~++xra++a.+xxx
FLOW PROCESS FROM NODE 321.00 TO NO~E 321.00 IS CODE = 1
~ ______'___"____'_'_________________'_'_________
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLOENCE««<
»»>AND COMPUTE VARIOUS CONFLOENCED STREAM VALUES««<
_________'___-____'_'___ _____________________________ ____________________'
TOTAL NUMHER OF STREAMS = 3
I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTAATION~MIN.) = 13.36
RAINFALL INTENSITY(INCH/HR) = 2.97
TOTAL STREAM AREA(ACRES) = 3.60
PEAK FLOW RATE(CFS) AT CONFLOENCE = 8.39
' ** CONFLUENCE DATA ** ~
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOOR) (ACRE)
~ 1 10.30 10.62 3.366 3.20
2 5.93 12.99 3.019 2.50
3 8.39 13.36 2.968 3.60
:s~t~rxx~xxwx+aex:~+ss+;x~~x+~ixxxWARNING'*rsx~aw~r+i~.w:x~+s~•sx:»+~x~x~~e
~ IN THIS WMPUTER PROGAAM~ THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMOLA OF PLATE D-1 AS DEFAOLT VALUE. THZS FORMULA
WILL NOT NECESSARILY RE5I7LT IN THE MAXIMUM VALUE OF PEAK FLOW.
~
Page 3 of 7
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350100PR.RES
,.,....,».,.,>,,,,,,,,,,,,,,,,,,,,,«.,..,.,,..,...>..,.,>..,,...>.,>.>,,.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLOENCE FOAMULA USED FOR 3 STREAMS.
** PEAA FLOW AATE TABLE *'
STREAM RONOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 21.82 10.62 3.366
2 23.31 12.99 3.014
3 23.31 13.36 2.968
COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 21.82 Tc(MIN.) = 10.62
TOTAL AREA(ACRES) = 9.30
LONGEST FLOWPATH FROM NODE 326.50 TO NODE 321.00 = 1030.00 FEET.
#Yit*i#*~!i**#t*f:**>*#**h%i:Y#S1****+#1}*3ii*+*R**!1**k'h*t1Fk*t£*f:'!*4**f:*Sf!*~
FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 13
'__________"_______"_'___ ___________
»>»CLEAR THE MAIN-STREAM MEMORY««<
e+.++xa:.>..xxz.+r.....x..+.:+.:.+..r++++.+e+..x+»+~.~xx.x«..~x.xxa+xxx....
FLOW PROCESS FROM NODE 330.50 TO NODE 330.00 IS CODE = 21
--»»>RATIONAL METHOD INITIAL SUHAREA ANALYSIS<GG«
__________________'______________ -___________-__'_'_______ _______ ________
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM ~ .
TC = K'"[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SOHAREA FLOW-LENGTH = 670.00
UPSTREAM ELEVATION = 1116.00
DOWNSTREAM ELEVATION = 1100.00
ELEVATION DIFFERENCE = 16.00
TC = 0.359*[( 670.00**3)/( 16.00)]**.2 = 10.237
100 YEAA RAINFALL INTENSITY(INCH/HOUR) = 3.936
USER-SPECIFIED RUNOFF COEFFICIENT = .8269
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 6.80
TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 6.80
•x~.x+xe+..++xtx++.+«+.+++.++.+:~+t.~.xx+xxxx+.xx+x:+.x~~+xxx+xxxe+~.r..++~++*.
FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CO~E = 13
' " '_______'___________'_'_'__ ___'______'_____'_"'_______
--»»>CLEAA-THE-MAIN-STREAM-MEMORY««<-------- - ----
.+s>s:.++x:~:..::+.:+.....xx+r+...x:+:.et::::+.:x.«.xx.x+.a++a:xx+.+.:+:+..x>
, FLOW PROCESS FAOM NODE 349.50 TO NODE 399.00 IS CODE = 21
_______'________'____'__________"'_"'_____________"______"_______"_
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
--'________'_________
"__ ____-___-'-___-___--_'______________'_'___________
~ ASSUMED INITIAL SUBAAEA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH"3~/(ELEVA'fION CHANGE)]*'.2
INITIAL SUBAREA FLOW-LENGTH = 525.00
UPSTREAM ELEVATION = 1115.80
1 DOWNSTREAM ELEVATION = 1083.50
ELEVATION DIFFERENCE = 32.30
TC = 0.303'(( 525.00"*3)/( 32.30)]*`.2 = 6.989
100 YEAA RAINFALL INTENSITY(INCH/HOUR) = 9.916 ~
USER-SPECIFIED RONOFF COSFFICIENT = .8827
' SOIL CLASSIFICATION IS "B"
SUBAAEA RUNOFF(CFS) = 3.12
TOTAL AREA(ACAES) = 0.80 TOTAL RONOFF(CFS) = 3.12
x:..a+.+.+•x.+x..x...+~.+....+x~x>+x.x++~xa+..++..++xxx~>+.:+.+x..x~x.x:r+++
, FLOW PROCESS FROM NODE 399.00 TO NOOE 345.00 IS CODE = 31
__"_'______'____"'______"'_________________'_____'_'_______"_ _
»»>COMPOTE PIPE-FLOW TRAVEL TIME THR[7 SUHAREA««<
>»»USIN6 COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «GG<
, ELEVATION DATA: UPSTREAM(FEET) = 1083 50 DOWNSTREAM(FEET) = 1082.00
FLOW LENGTH(FEET) = 70.00 MANNZNG'S N= 0.015
'
Page 4 of 7
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350100PR.RES
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
, DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.96
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.12
PIPE TAAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 6.72
, LONGEST FLOWPATH FROM NODE 399.50 TO NODE 395.00 = 595.00 FEET.
x+~+x+x++x~ara++w~x~~x++e++ex:~.+x++:x+axe~~:x++xa+x+~x~~~~++wxr.xe~+~x+s++~a+
FLOW PROCESS FAOM NODE 395.00 TO NODE 345.00 IS CODE = 1
__'___'_"_____"_"____'__"_"'_"___________'____"__'______"___'_______
~ --»»>DESIGNATE-INDEPENDENT-STREAM-FOR-CONFLUENCE<G<G<---------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
' TIME OF CONCENTRATION(MIN.) = 6J2
RAINFALL INTENSITY(INCH/HR) = 9.33
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.12
, xx.+.+.x+..+..+.x..~.~~+~++:+.s++e.>+.++:++:..+.s..x>.s..+x+..++x++...:s+..+++
FLOW PROCESS FROM NODE 34Z 50 TO NODE 397.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUSAREA ANALYSIS<G<G<
'_____________'_____ __-_-_-__-_____-_-__--____--_-_____-_______-____'__"__
' ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COPPSERCIAL
TC = R*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
' UPSTREAM ELEVATION = 1097.00 ~ ,
DOWNSTREAM ELEVATION = 1084.00
ELEVATION DIFFERENCE = 13.00
TC = 0.303*(( 1000.00+*3)/( 13.00)]**.2 = 11.450
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.230
' USER-SPECIFIED RUNOFF COEFFICIENT = .8780 ~
SOIL CLASSIFICATION IS "e"
SUBAREA RUNOFF~CFS) = 6.81
TOTAL AREA(ACRES) = 2.90 ~ TOTAL AONOFF(CFS) = 6.61
~ t~sts:~+s~~+sxxx~xx.x.:.xs~+a+~.xr~.+w~+~~+w.+~w+»xxw~++:xxe+:t+~~x+xxs+a++~>i
FLOW PROCESS FROM NO~E 397.00 TO NODE ~ 345.00 IS CODE = 31
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUSAREAG<GGG
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««G
, ELEVATION DATA: UPSTREAM(FEET) = 1089.00 DOWNSTREAM(FEET) = 1083.50
FLOW LENGTH(FEET) = 25.00 MANNING'S N= 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES '
, PIPE-FLOW VELOCITY(FEET/SEC.) = 5.87
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMHER OF PIPES = 1
PIPE-FLOW(CFS) = 6.81
PIPE TRAVEL TZME(MIN.) = 0.07 TC(MIN.) = 11.52
. LONGEST FLOWpATH FROM NODE 397.50 TO NODE 345.00 = 1025.00 FEET.
~ +x~.xxxa.a.«..+.x..s+:+x+xs++++.xxa~x+.+~~+x:~.r+.x+x+~+..x=++.+.a:~xa+++s.+t+
FLOW pROCE55 FROM NODE 345.00 TO NODE 395.00 IS CODE = 1
____'_'____"______"___'___'_ _ "_"________"'_'_
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLOENCE««<
' >»»AND COMPUTE VARIOUS CONFLOENCED STREAM VALOES<GGG<
--"__'____________________'--_--_--_____-___-____-__-____'____________"-_'
TOTAL NUMHER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE':
TIME OF CONCENTRATION(MIN.) = 11.52
' RAINFALL INTENSITY(INCH/HR) = 3.22
TOTAL STREAM AREA(ACRES) = 2.90
PEAK FLOW RATE(CES)- AP CONFLUENCE = 6.81
' " CONFLUENCE ~ATA *'
STREAM AUNOFF Tc INTENSITY AREA
NUMHEA (CFS) (MIN.)~ (INCH/HOUR) (ACRE)
1 3.12 6.72 4.330 0.80
2 6.81 11.52 3.220 2.90 ~
' +++xxxxxx+:x+:x.x+*.•.+..u~x:.x.+.++WARNING`x.x+x.+x+>.x+.x.xx+ww:xxxx.>v:+*+*
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS HASED
,
Page 5 of 7
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350100PR.RES
ON THE RCFCSWCD FORMULA OF PLATE D-1 AS DEFAULT VALOE. THIS FORMULA
, WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAR FLOW.
w.~+~.+.+a>s.+.~~+~x.x++~+~.~x+.*+..xxxx.+x++.+....i«.....+:.:r++..+::.+..
AAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
' *~ PEAK FLOW RATE TAHLE *' . .
STREAM RONOFF TC INTENSITY
N-MHER (CFS) (MIN.) (INCR/HOUR)
, 1 7.09 6.72 9.330
2 9.13 11.52 3.220
COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.13 Tc(MIN.) = 11.52
, TOTAL AREA(ACRES) = 3.20
LONGEST FLOWPATH FROM NODE 347.50 TO NODE 345.00 = 1025.00 FEET.
, :>a+:x+++..x:.:......+x+e++.t::.+t+.+.x++.+:.xx:x..+..s:++xx>seex..+...:.x.x
FLOW PROCESS FROM NODE 395.00 TO NODE 341.00 IS CODE = 31
I __'___'_____'___________'______' "_"_______"_____'____
>»»COMPOTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATE~ PIPESIZE (NON-PRESSURE FLOW)!««
ELEVATION DATA: UPSTREAM(FEET) = 1083.50 DOWNSTREAM(FEET) = 1083 00
1 FLOW LENGTH(FEET) = 30.00 MANNING'S N= 0.015
DEPTH OF FLOW IN 21.0 INCH PLPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.90
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMHER OF PIPES = 1
' PIPE-FLOW(CFS) = 9.13 .
PIPE TRAVEL TIME(MIN.) = 0.0H Tc(MIN.) = 11.61
LONGEST FLOWPATH FROM NODE 347.50 TO NODE 391.00 = 1055.00 FEET.
++xs+.++x~:+..*+r++++++.:.++s+.sxx~x:+x+x+xx:x+x+..:.+.+xx.:+;r.x.:++....:~+:~
' FLOW PROCE55 FROM NODE-___391_00 TO_NODE -__341_00_IS CODE_= 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFBUENCE««G
________________'______-__ __" ____-_-___-____---__'___-_____ ______ ______
~ TOTAL NUMBER OF STAEAMS = 2
' CONFLOENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.61
RAINFALL INTENSITY(INCH/HR) = 3.21
~ TOTAL STREAM AREA(ACRES) = 3.20
PEAA FLOW RATE(CFS) AT CONFLUENCE = 9.13
' xxx++x.+:w+.++xx:.>..+~:..~xx.xx.x+.x.+.x...+....x+.~.:<x.+..x++s...~.x+.s++
FLOW PROCESS FROM NODE 393.50 TO NODE 393.00 IS CODE = 21
_""'________"_______'__'__" ""_"'___________'__"
»»>RATIONAL METHOD INITIAL SOHAREA ANALYSIS««<
~ ____==--'ASSOMED INITIAL SOBAREA ONIFORM ---'--------___'_______________'__~
~ DEVELOPMENT IS CObPfERCIAL
TC = R*[(LENGTH'*3)/(ELEVATION CHANGE)]'"*.2
, INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1118.00
DOWNSTREAM ELEVATSON = 1096.00
ELEVATION DIFFERENCE = 22.00
TC = 0.303*(( 1000.00*'3)/( 22.00)]**.2 = 10.306
' 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.923
USER-SPECIFIED RONOFF COEFFICIENT = .8789
SOIL CLASSIFICATION IS "B"
SOBAREA RUNOFF(CFS) = 97.83
TOTAL AAEA(ACRES) = 15.90 TOTAL RUNOFF(CFS) = 97.83
' ~x+xxw>~x:.xxx~+xxx+~~xti:s+i+i.+~.~wswxxx+ssesxx>:xax*xxxxx+s~r+.+~+r~+:~+x++
FLOW PROCESS FROM NODE 393.00 TO NODE 341.00 IS CODE = 31
_______"__'________'__'_"__________'___'__"'____"____"_'__'_______""'
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA«G<G
, -->»»USING-COMPUTER=ESTIMATED-PIPESIZE_(NON_PRESSURE_FLOW) ««<--------___
ELEVATION DATA: UPSTREAM(FEET) = 1096.00 DOWNSTREAM(FEET) = 1095.00
FLOW LENGTH(FEET) = 90.00 MANNING'S N= 0.015
, DEPTH OF FLOW IN 33.0 INCH PIPE IS 29.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.23
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES =. 1
,
Page 6 of 7
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350100PR.RES
PIPE-FLOW(CFS) = 97.83
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.37
LONGEST FLOWPATH FROM NODE 343.50 TO NODE 391.00 = 1090.00 FEET.
:x>+++.xx..++:s..+...~.wa++.~+•>..x.x.s.+.+xx.x+.:++x+.x..:x+..xx+x+.x+.x+:+:
FLOW PROCESS FROM NODE 341.00 TO NODE 397.00 IS CODE = 1
_____'__'_"____'__"'_"__'_ '_'____________"_'________'____'
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<G«<
»»>AND COMPUTE VARIOOS CONFLUENCED STREAM VALUESGG«<
____ -____
_-________'____--__-"________________________'__'______-_-__"__
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STAEAM 2 ARE:
TIME OF CONCENTAATION(MIN.) = 10.37
RAINFALL INTENSITY(INCH/HR) = 3.91
TOTAL STREAM AREA(ACRES) = 15.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 97.83
^ ** CONFLUENCE DATA **
STREAM AUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
~ 1 9.13 11.61 3.207 3.20
2 97.83 10.37 3.411 15.90.
+e++s+:+~++xxxx+e+~+*.+wx.~:xx.+.sWARNINGt""*~`w.++~~+e~~++axx.~++++a+xxx<
IN THIS COMPUTER PROGAAM, THE CONFLUENCE VALUE OSED IS BASED
' ON THE RCFC&WCD FORMOLA OF PLATE D-1 AS DEFAULT VALOE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIM[IM VALUE OF PEAR FLOW.
....+t.x:xexx.xxx++xxxxxx.++:x:++x.+x++.s+.s.+.>+~>++...+.+++xx.++•+x:.+++
, RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO- ,
CONFLUENCE FORMULA USED FOR 2 STREAMS.
*` PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
' NUMBER (CFS) (MIN.) (INCA/HOUR)
1 55.99 10.37 3.411
2 59.09 11.61 3.207
~ COMPOTED CONFLOENCE ESTIMATES ARE AS FOLLOWS:
~ PEAK FLOW RATE(CFS) = 55.99 Tc(MIN.) = 10.37
TOTAL AREA(ACRES) = 19.10
LONGEST FLOWPATH FROM NODE 347.50 TO NODE 391.00 = 1055.00 FEET.
________ ______________'________--_-_______--___'__ _________
_____'_____ _ -_________ -
END OF STUDY SOMMAAY:
' -TOTAL-AREA(ACRES)-_-_-_-----19-10--TC(MIN-)-=___--10.37----- ------- --
PEAK FLOW RATE(CFS) 55.99
___'_________ _________
_______________'__-_--________'______________________
~ END OF RATIONAL METHOD ANALYSIS
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Page 7 of 7
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10-Year
Pre-Development Hydrology Report
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35010EX.RES
~ ,,,,,,,,,,,,,,,,,,,,,,,,,,,,>.>_..,.,..,,.,,,,,.,,,.,,,,,.........._.,,,....
RATIONAL METAOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL 6 WATER CONSERVATION DISTRICT
(RCFC6WCD) 1978 HYDROLOGY MANUAL
~ (c) Copyright 1982-2000 Advanced Engineexing Software (aes)
Ver. 1.SA Release Date: O1/O1/2000 License ID 1269
Analysis piepared by:
' RBF 5 Associates
19725 Alton Parkway
Iivine, CA 92618
' "__'__________"___'__ '_"______'____'_"'
FILE NAME: 35010EX.DAT
TIME/OATE OF STUDY: 15:01 10/09/2001
_________'__"_______________'__"_""'_________"'_"'_________"_'_______
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
' ____'__________"_____'__'__""_'_'_'_'__'_ __________
USER SPECIFIED STORM EVENT(YEAA) = 50.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PEACENT OF GRADIENTS(DECIMAL) TO USE FOR kRICTION SLOPE = 0.55
, SO-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUA) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOOR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480
100-YEAR.STORM 60-MINUTE INTENSITY(INCt{/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CUAVE = 0.5505732
, SLOPE OF S00-YEAR INTENSITY-DURATION CURVE = 0.5995536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.689
SLOPE OF INTENSITY DURA'CION CURVE = 0.5506
RCFCSWCO HYDAOLOGY MANUAL "C"-VALOES USED FOR AATIONAL METHOD
' NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC6WCD HYDROLOGY MANOAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED pIPEFLOW AND STREETFLOW MODEL'
HALF- CAOWN 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)- (FT7- --(n)--
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
' GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Aelative 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.'
.~a++x.x.+::sxt.z.>.++..x:++xx+.x.xx+.x+.x+>s+.x..+.:+.x.++xi.+..++wx
FLOW PROCESS FROM NOOE 300.50 TO NODE 300.00 IS CODE = 21
________"""_"_"_""_' "
' --»>»RATIONAL-METHOD-INITIAL-SUBAREA-ANALYSIS___<-------------------------
ASSOMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]'*.2
, INITIAL SUBAAEA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1151.00
DOWNSTREAM ELEVATION = 1073.00
ELEVATION DIFFERENCE = 78.00
' TC = 0.533*[( 1000.00'*3)/( 78.00)]*`.2 = 19.060
10 YEAR RAINFALL INTENSITY(INCH/HOOR) = 1.976
USER-SPECIFIED RONOFF COEFFICIENT = .5882
SOIL CLASSIFICATION IS "g" ~
SOBAREA AUNOFF(CFS) = 19.06
, *yTOPA**AREA(ACRES) = 16.90 TOTAL AUNOFF(CFS) = 19.06
x++:e..:..+.:x.x~+.+::+.a+.+..«.:x.++::.....>.x....++.s+..x.+++.+..+.
FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 13
__________'_"_"_______'_______'____"'_______'_'_____'_'____"'___________
' »>»CLEAR THE MAIN-STREAM MEMORY««<
,
Page 1 of 2
~
~
' 35010EX.RES
ihf+Y+<k%fT£F4#*>xfixF£4x*i*+'.!#x#lfY+i*i}#iM*YfkF~.lFSxSFF>*+++ikiSX4+Y:+%#***i
' __FLOW PROCESS_FROM NODE 310_50 TO NODE 310.00 IS CODE = 21
___________" "
»»>RATIONAL METHOD INI2IAL SUBAREA ANALYSIS««<
___'__________________'______________'_________________-_"'______'______"_
' ASSUMED INITIAL SUBAREA UNIFOAM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1141.00
~ DOWNSTREAM ELEVATION = 1075.00
ELEVATION DIFFERENCE = 66.00
TC = 0.533*[( 1000.00*'3)/( 66.00)j**.2-= 19.538
10 YEAR RAINFALL INTENSITY(INCH/HOOR) = 1.940
OSER-SPECIFIED RUNOFF COEFFICIENT = .5899
' SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 20.97
TOTAL AREA(ACRES) = 1B.50 TOTAL RUNOFF(CFS) = 20.97
.+.+~++.~++.+s+.xa~:.x:~:r+>.+~++~x.+•+.+.s++.s.s:.ss..+~:+.x.+.+++:.++x++~+x.
FLOW PROCE55 FROM NODE 310.00 TO NODE 310.00 IS CODE = 13
_____________________"__________'________'____"______'____'__"______'___'
»»>CLEAR THE MAIN-STREAM MEMORY««<
______________________
_______________________'_-_--_-_______"'_'__'________
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.01 TC(MIN.) = 5.00
PEAR FLOW RATE(CFS) = 1.00 '
_________'_________ _________________________________ ________'________'____
END OF RATIONAL METHOD ANALYSIS
1
,
Page 2 of 2
~~
10-Year
Post-Development Hydrology Report
z~
,
~
35010PR.RES
~ ....................>,>,..,,,,>,.,,»,...,,........,......,,....,.....,..,,,
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCxC&WCD) 1978 HYDROLOGY MANUAL
~ - (c) Copyright 1982-2000 Advanced Engineering Softwaie (aes)
Vei. 1.SA Release Date: O1/O1/2000 License ID 1269
Analysis prepaied by:
~ RBF fi ASSOCiates
19725 Alton Pazkway
Irvine, CA 92618
__________________________________" """
~ FILE NAME: 35010PR.DAT
TIME/DATE OF STUDY: 15:00 SO/09/2001
________________________________________________________________________'___
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMP.TION:
~ '_'_'___________________"'_________________"'___'_______'__'_'____'
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMIJM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GAADIENTS(DECIMAL) TO USE FOR FAICTION SLOPE = 0.55
~ 10-YEAR STORM 10-MINOTE INTENSITY(INCH/HOOR) = 2.360
10-YEAR STORM 60-MINOTE INTENSITY~1NCH/HOOR) = 0.680
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.980
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAA INTENSITY-DORATION CURVE = 0.5505732
~ SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.889
SLOPE OF INTENSITY DURATION CORVE = 0.5506
RCFCSWCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
~ NOTE: COMPOTE CONFLUENCE VALUES ACCORDING TO ACFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR OOWNSTREAM ANALYSES
'USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-6EOMETRIES: MANNING
~ WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTA LIP HIKE FACTOR
NO. (FT) ~FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30 0 20.0 0 O1B/0.018/0 020 0.67 2.00 0 0313 0 167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Aelative Flow-Depth = 0.00 FEET
~~ as (Maximum Allowable Stzeet Flow Depth) -(TOp-of-Cuib)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBOTARY PIPE.*
'~ +s~~~~~etsr,rxt++~x+.x+xtx~~~s:x++w+«+:~~+ar+~+~+~.~++~+++++e+a~~~++:~+a~++wxx
FLOW PROCESS FROM NODE 310.50 TO NODF 310.00 IS CODE = 21
~ -_-__==RATIONAL-METHOD-INITIAL-SUBAREA-ANALYSIS__a-a------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)
TC = R*((LENGTH*"3)/(ELEVATION CHANGE)]**.2
~ INITIAL SUBAREA FLOW-LENGTH = 610.00
OPSTAEAM ELEVATION = 1117 J7
DOWNSTREAM ELEVATION = 1112.00
ELEVATION DIFFEAENCE = 5.77
TC = 0.393*[( 610.00"3)/( 5.77)]**.2 = 12.969
~ 10 YEAR RAZNFALL INTENSITY(INC13/HOUR) = 2.066
USER-SPECIFIED RUNOFF WEFFICIENT = .7986
SOIL CLASSIFICATION IS "B"
SOBAREA RUNOFF(CFS) = 4.69
~ TOTAL AAEA(ACRES) = 3.00 TOTAL AONOFF(CFS) = 9.64
•:...+.....+.....:.+..xx:+xx+.x.x.:xx..:x.x:+x.+xx..x..r..+::*.x.xx+~+~...+.x
FLOW PROCE55 FROM NODE 310.00 TO NODE 310.00 IS CODE = 13
'_"'_'_"_"__'___'___________'_"__________________"___'__________"_"__
»»>CLEAR THE_MAIN_STREAM_MEMORY««<_______________________________'____
"-'________________'_____________________"""'_____'_____'_______________
~
Page 1 of 7
!.~
~
,~
35010PR.RES
» .................~..<.,,.,,,..,,,...>...,.,...._,.,.,..,_....>.,,,.,....,_
~ FLOW_PROCE55 FROM NODE 326.50 TO NODE 326.00 IS CODE = 21
_'_"____"'____'______________'_________"____'_______'
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«G«
____________ ______________-_--___'_"'_______________________________
ASSUMED INITIAL SUeAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH'*3)/(ELEVATION CHANGE)]'*.2
IHITIAL SOBAREA FLOW-LENGTH = 530.00
OPSTREAM ELEVATION = 1122.00
DOWNSTREAM ELEVATION = 1116.00
~~, ELEVATION DIFFERENCE = 6.00
TC = 0.303*[( 530.00**3)/( 6.00)]**.2 = 9.131
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.506
USER-SPECIFIED RUNOFF COEFFICIENT = .8735
~ SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 7.00
TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 7.00
•+:x>++x+xxex...x+x++:+.x++x++s+x+x+.~x>.~+ex.+.+x.x.+«x.x~+..++:~++..xx...+.
~ FLOW PROCESS FAOM NODE 326.00 TO NODE 321.00 IS CODE = 31
_'______'_'____"____________"_'_________'_______'____'_'
»»>COMPOTE PIPE-FLOW TRAVEL TIME THRO SOflAREA«<G<
»»>[15ING COMPUTEA-ESTIMATE~ PIPESIZE (NON-PRESSUAE FLOW) ««<
~ ELEVATION DATA: OPSTREAM(FEET) = 1119 16 DOWNSTREAM(FEET) = 1107.30
FLOW LENGTH(FEET) = 500.00 MANNING'S N= 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.06
~ ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.00
PIPE TRAVEL TIME(MIN.) = 1.65 TC(MIN.) = 10.78
LONGEST FLOWPATH FROM NODE 326.50 TO NODE 321.00 = 1030.00 FEET.
~ .x..x:.+...x.x:.+..xx.x.x+.x•x+x.+xx:.+..+..+++.+.xx...+.x.+.xxxrs+xxx.>a.:x
~ FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
' _____'________ ________'________________________'______-________ ______'____
TOTAL NUMBER OF STREAMS = 3
~ CONFLUENCE VALUES ^SED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.78
RAINFALL INTENSITY(INCH/HR) = 2.29
TOTAL STREAM AREA(ACAES) = 3.20
~ PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.00
'a +xxxxx++:xe.:wxx+~+*+++~«~++r:+*x~e+~xexx~«+ix~rw.xxx.+~++.a+x+xxwx:~++++r~:x+
FLOW PAOCESS FROM NODE 329.50 TO NODE 324.00 IS CODE = 21
! -------------------------------------------- ------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------- ------------
________________ _________ ______________'______________'
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE~
~ TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] " .2
INITIAL SUHAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1115.90
DOWNSTREAM ELEVATION = 1107.00
ELEVATION OIFFERENCE = B.90
~ TC = 0.393*[( "700.00'*3)/( 8.90)]**.2 = 12.916
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.0"!0
USER-SPECIFIE~ RONOFF COEFFICIENT = .7988
SOIL CLASSIFICATION IS "B"
SOBAREA RUNOFF(CFS) = 3.88
TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 3.88
r ~«~~+xw~x~x~~+s+«wr+:~:xx*+:xx+e+e*+~:rx>x+x:~+xx+xx+x+~++++>+~xx~+xs~*>xa.xx~:
FLOW PROCESS FAOM NODE 329.00 TO NODE 321.00 IS CODE = 31
_______"_'___'______'_____"_____'_'_ '____"'___"_'___"'_______
~ >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««G
»>»USING COMPUTER-ESTIMATED PZPESIZE (NON-PRESSURE FLOW) ««<
ELEVATION ~ATA: UPSTREAM(FEET) = 1107.00 DOWNSTREAM(FEET) = 1106.50
FLOW LENGTH(FEET) = 25.00 MANNING'S N= 0.015
~. ESTIMATED PIPE DIAMETER(INCH) INCAEASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS B.0 INCHES
~ Page 2 of 7 2cl
~
~J
35010PR.RES
PIPE-ELOW VELOCITY(FEET/SEC.) = 5.12
~ ESTIMATED PIPE DIAMETER(INCH) = 16.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.88
PIPE TRAVEL TIME~MIN.) = 0.08 TC(MIN.) = 13.00
LONGEST FLOWPATH FROM NODE 329.50 TO NODE 321.00 = 725.00 FEET.
~ .++.++..x~:r.....:xx..+.:.+:+....+~+.:~+.x~.+=.:.x++.x++.+swex+.+..x..xx+..x:
FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOK CONFLOENCE««<
~ TOTAL NOMBER OF STREAMS = =3 __________________________~ __________ ______
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.00
RAINFALL INTENSITY(INCH/HR) = 2.06
1 TOTAL STREAM AREA(ACRES) = 2.50
PEAR FLOW RATE(CFS) AT CONFLOENCE = 3.88
- x+.++..+.s..+x:...s..*+xx.+>...++x+xx.+..s..:++..++.:+:..xxx+.+..x+..++xxx+x
FLOW PROCESS FROM NODE 322.50 TO NODE 322.00 IS CODE = 21
~' -->»»RATIONAL-METHOD-INITIAL-SOBAREA ANALYSIS«<G<------------------------
ASSUMED INITIAL SUBAREA UNIFOAM
DEVELOPMENT IS SINGLE FAMILY (1/9 ACAE)
'~ TC = K'[(LENGTH*"3)/(ELEVATION CHANGE)]'*.2
INITIAL SUBAREA FLOW-LENGTH = 750.00
. UPSTREAM ELEVATION = 1116.50 ,
DOWNSTREAM ELEVATION = 1107.00
~ ELEVATION DIFFEAENCE = 9.50 ~ .
TC = 0.393*[( 750.00'*3)/( 9.50)7**.2 = 13.287
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.038
USER-SPECIFIED RONOFF COEFFICIENT = .7972
SOIL CLASSIFICATION IS "H"
~ SUBAREA RUNOFF(CFS) = 5.98 .
TOTAL AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 5.48
- x=+:+:+a+.:w.x::.>r+xx.xx.x..+w.~x+.e.s++.:+++.`+..x+.s::..:~.x+.x.:++:.x..:+x
- FLOW PROCESS FROM NOOE 322.00 TO NODE 321.00 IS CODE = 31
___"__"_____""_______ '_"_'_"' ______'_'___'_______"
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU. SUHAREA««<
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW~G««
ELEVATION DATA: UPSTREAM(FEET) = 1107 00 DOWNSTREAM(FEET) = 1106.50
'~ FLOW LENGTH(FEET) = 25.00 MANNING'S N= 0.015
ESTIMATED PIPE DIAMETEft(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.59
~ ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS1 = 5.48
PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 13.36
LONGEST FLOWPATH FROM NODE 322.50 TO NODE 321.00 = 775.00 FEET.
.+:x:x:+.+...+.:......~.+.....++:...:++x..x+>+...++:..x..:+.>x:..+~:x+:+.+..
~ __FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 1
"_____""_____________________'_'__'__'________'______"_____'_'____
~ »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<GG
»»>AND COMPUTE VARI005 CONFLUENCED STAEAM VALUES««<
~ TOTAL NUMBER OF STREAMS = -3 ____________________'_____'_______'__________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 AAE:
TIME OF CONCENTRATION(MIN.) = 13.36 ~
RAINFALL INTENSITY(INCH/HR) = 2.03
TOTAL STREAM AREA(ACRES) = 3.60
~j PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.48
'* CONFLUENCE DATA '*
~ STREAM RONOFF Tc INTENSITY AREA
~ NUMBER (CFS) (MIN.) (INCH/HOUR) (ACAE)
1 7.00 10.78 2.287 3.20
2 3.88 13.00 2.063 2.50
3 5.98 13.36 2.032 3.60
~ •:x+x+aa*wxt:+i~s+~.x:xxx+xx+~e.~WARNING'++w.~x+:>+~++~x.>:sr.+oei.axxx~xe
IN THIS COMPUTER PROGRAM, THE CONFLOENCE VALOE USED IS BASED
1 Page 3 of 7 ~
~
~ 35010PR.RES
ON THE RCFC&WCD FORMOLA OF PLATE D-1 AS DEFAOLT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESUL'f IN THE MAXIMUM VAL[lE OF PEAA FLOW.
ax.x.++xf+.+++.+.++..«xxa.xx+..+..+.+:~++.+~+~+.xxxxx+:x.sxs..+:x...>.x..x.
RAINFALL INTENSITY AND TIME OE CONCENTAATION RATIO
~ CONFLUENCE FORMOLA USED FOR 3 STREAMS.
* PEAK FLOW RATE TABLE '*
STREAM RUNOFF Tc INTENSITY
NOMBER (CFS) (MIN.) (INCH/HOUR)
~ 1 19.64 10.78 2.287
2 15.53 13.00 2.063
3 15.52 13.36 2.032
COMPUTE~ CONFLUENCE ESTIMATES ARE AS FOLLOWS:
~ PEAK FLOW RATE~CFS) = 14.69 Tc(MIN.) = 10.78
TOTAL AREA(ACRES) = 9.30
LONGEST FLOWPATH FROM NODE 326.50 TO NODE 321.00 = 1030.00 FEET.
•~x+.x++.++«~.~x.+~+.+xx+.s...x+.+.:~x+..x.x+.<x+.+>«++.+.:x+:++x.x++.xxxx«...
~ FLOW PROCESS FROM NODE 321.00 TO NODE 327.00 IS CODE = 13
~ _______"_'__'___________________""'_________________'_"____
»»>CLEAR THE MAIN-STAEAM MEMORYG««
~ .*+r.x.:~::~++++.t....tx+:xx+~.++»•r+.+x+ax+.+.+..+++x+.+x+:+x...x+x.t.x+:~.+x
FLOW pROCE55 FROM NODE 330.50 TO NODE 330.00 IS CODE = 21
»»>AATIONAL METHOD INITIAL SUBAREA ANALYSIS«<G<
~ ____===='ASSUMED INITIAL SUBAREA UNIFORM =_____'____________~ ____--__'-----
DEVELOPMENT IS WNDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 670.00
~ OPSTREAM ELEVATION = 1116.00
DOWNSTREAM ELEVATION = 1100.00
ELEVATION DIFFERENCE = 16.00
TC = 0.359*(( 670.00*'3)/( 16.00)]**.2 = 10.237
~ 10 YEAR RAINEALL INTENSITY(INCH/HOOR) = 2.353 -
,~. OSEA-SPECIFIED RONOFF COEFFICIENT = .8030
SOIL CLASSIFICATION IS "B"
SUSAREA RONOFF(CFS) = 5.86
TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 5.86
~ +.x.+.+a~+++.>+:.+i+.++:~.~x::xx+ex>:+.+..+x..xx::x.+.ex.s*+a+++x+x..++++.x+x
FLOW PAOCESS FROM NODE 330.00 TO NODE 330.00 IS COOE = 13
»»>CLEAR THE MAIN-STREAM MEMORY««<
~ ~+w.xx+x~.xs+~:.~.:x++e:~x~+++++.~x++:+r++++xos>:sr~++r:axw.xxx+~:xxxxx:t»+~
FLOW PROCESS FROM NODE 349.50 TO NODE 399.00 IS CODE = 21
____'___'___________________________"'__""_' "_______'_'______
»»>AATIONAL METHOD INITIAL SUHAREA ANALYSIS««<
~ __-_-__'_-_-_--_>_____________________________________'__-_-__'_-_-__-___-
ASSUMED INITIAL SUHAREA UNIFORM
DEVELOPMENT IS CONID]ERCIAL
TC = K*((LENGTR**3)/(ELEVATION CHANGE)]**.2
INITIAL SUHAREA FLOW-LENGTH = 525.00
~• UPSTREAM ELEVATION = 1115.80
DOWNSTREAM ELEVATION = 1083.50
ELEVATION DIFFERENCE = 32.30
~ TC = 0.303*[( 525.00"3)/( 32.30)]**.2 = 6.989
SO YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.026
USER-SPECIFIED RUNOFF COEFFICIENT = .8769
- SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.12 ~
~ TsTOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.12
xx+.+:+x««++.xx.xx.~+=+:....s+..+~:~+:xx.x:x.x+.x.xx.r..xx~:xe+++:...x+++w+
FLOW PROCESS FROM NODE 399.00 TO NODE 395.00 IS CODE = 31
__'_'__""'___'__'_______"_""_________'_'_'_"_'_'___'___'____"'_______
' __»===COMPUTE-PIPE=FLOW-TRAVEL-TIME-THRO-SUBAREA<GG-< -- ------------------
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON PRESSURE FLOW) «<G<
~
Page 4 of 7
3~
~
~
35010PR.RES
ELEVATION DATA: UPSTREAM(FEET) = 1083.50 DOWNSTREAM(FEET) = 1082.00
~ FLOW LENGTH(FEET) = 70.00 MANNING'S N= 0.015
ESTIMATED PIPE DIAMETER(INCA) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.95
~~ ESPIMATED PIPE DIAMETEA(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW~CFS) = 2.12
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 6.75
LONGEST FLOWPATH FROM NOOE 349.50 TO NODE 395.00 = 595.00 FEET.
' .~.x+:~:+~+.~+.ss+s+.t:+xx<.xxx+..x:~+x+.+~x.++x+~~++x+.xx:x...«.wex+s+++..e>x
FLOW PROCESS FROM NODE 395.00 TO NO~E 395.OO~IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<G<
_--'__"_'_____________'-__---_____-_-_--_--__-______"_______--'_--________
~ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTAATION(MIN.) = 6.75
AAINFALL INTENSZTY(INCH/HA) = 2.96
TOTAL STREAM AREA(ACRES) = 0.80
~ **PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12 ~
.:~.x+x++s+x+:.+.++.+xxxx.x...exx..++:.+.+:+..«+.++.++..:.+s+..+x:xe+.+s++~x
FLOW PROCESS FROM NODE 3~7.50 TO NODE 347.00 IS CODE = 21
~ _'_'___________'___ '_________'________
' »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
_______________"-'_-___--_______""---_'-""-_--_-__-___'________'______
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CON4IERCIAL
1 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]*".2
INITIAL SUSAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATSON = 1097.00
DOWNSTREAM ELEVATION = 1089.00
ELEVATION DIFFEAENCE = 13.00
~ TC = 0.303*[( 1000.00**3)/( 13.00)]**.2 = 11.950
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.212
OSER-SPECIFIED RUNOFE COEFFICIENT = .8711
SOIL CLASSIFICATION IS "H"
~ SUBAREA RUNOFF(CFS) = 4.63
~ TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 9.63
.++..:+.ss.~.~xxex++.s+s.s+x..:+:~..+.x.x+es++.+~.>+++.«+.++....i>+.++.:x.fs.
FLOW PROCESS FROM NODE 397.00 TO NODE 395.00 IS CODE = 31
~ ---»»COMPOTE-PIPE-FLOW-TRAVEL_TIME-THRU-SUBAREA=<a-G----------------------
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PAESSORE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1089.00 DOWNSTREAM(FEET) = 1083.50
~ FLOW LENGTH(FEET) = 25.00 MANNING'S N= 0.015
ESTIMATED PIPE DIAMETER(INCH) INCEtEASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES
' PIPE-FLOW VELOCITY(FEET/SEC.) = 5.36
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NOMBER OF PIPES = 1
,~, PIPE-FLOW(CFS) = 4.63
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 11.53
LONGEST FLOWPATH FROM NODE 397.50 TO NODE 395.00 = 1025.00 FEET.
.~.:+++ii~~.`w.+~+:+++sex>asx+w.++~xxx+::re:++~~++x+:s+++~+x+x+xxa+~+>+x:++x+r
~ __FLOW_PROCESS FROM NODE 395.00 TO NODE____395.00 IS_CODE = 1
_______""_____
»»>DESIGNATE IN~EPENDENT STREAM FOR CONFLOENCE««<
»»>AND WMPUTE VARIOUS CONFLUENCED STREAM VALUESG«G<
~ TOTAL NOMBER OF STREAMS ___Z__"_____________________'________'___________
CONFLUENCE VALUES USED FOR INDEPEIdDENT STREAM 2 ARE:
- TIME OF CONCENTRATION(MIN.) = 11.53
RAINFALL INTENSITY(INCH/HR) = 2.20
~ TOTAL STREAM AREA(ACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.fi3
" '* CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AAEA
, NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.12 6.75 2.960 0.80
2 9.63 11.53 2.209 2.40
~
Page 5 of 7
3''
~
` 35010PR.RES
~ ++x.xxxxx+++xx++«++~..++.+..++++xWARNING'**x.+.x..xxx...x>:++.xxxx++x.:...
IN THIS COMP~TER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
. ON THE RCFC6WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
~..~+..+++::t.+»xx.~+.+.s+*.x+.x+.+++:a.+s++i.+r+.:++..s++.x++::..:+.+xxr
t RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
~~ CONFLUENCE FORMULA OSED FOR 2 STREAMS.
;~ ** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOOR)
-~ 1 9.63 6J5 2.960
2 fi.21 11.53 2.204
~ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW PATE(CFS) = 6.21 TC(MIN.) = 11.53
TOTAL AREA(ACRES) = 3.20
LONGEST FLOWPATH FROM NODE 397.50 TO NODE 395.00 = 1025.00 FEET.
, xxxxe+..+..xs:++....+.x.+etw...:xxxxx...+.++..+:.x.+.x~xx+.+..w:>.++~..+++x+
FLOW PAOCESS FROM NODE 395.00 TO NODE 391.00 IS CODE = 31
~ --»»>COMPUTE-PIPE=FLOW_TRAVEL-TIME-THAU-SUBAREA<---<----------------------
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON PRESSURE FLOW) «G«
ELEVATION DATA: UPSTREAM(FEET) = 1083.50 DOWNSTREAM(FEET) = 1083.00
FLOW LENGTH(FEET) = 30.00 MANNING'S N= 0.015
' DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCNES ~,
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.36
ESTIMATED PIPE DIAMETER(INCHj = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.21
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = ll.62
~ LONGEST FLOWPATH FROM NODE 397.50 TO NODE 391.00 = 1055.00 FEET.
+x+.x«+r~.:.++..+..++.x.:<.++..:+x++++x..+++..+.~:++++~++.+..++.~a.x+.++.~..
FLOW PROCESS FROM NODE 391.00 TO NODE 341.00 IS CODE = 1
~ -_»___DESIGNATE-INDEPENDENT_STREAM-FOR_CONFLUENCE«G« --------------------
_ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOA INDEPENDENT STREAM 1 ARE:
~ TIME OF CONCENTRATION(MIN.) = 11.62
RAINFALL ffiTENSITY(INCH/HR) = 2.19
TOTAL STREAM AREA(ACRES) = 3.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.21
~ i*ifn**i***##4t#R14*#h*T'*'RT}*x***fhY:*n*nMlS~Rf*f***ti*nX*i1f*i*S**ti*1:fSxki#*
FLOW PROCESS FROM NODE 393.50 TO NODE 393.00 IS CODE = 21
' »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
_________________'-_---------__"_________________________ -___'______"____
~ ASSUMED INITIAL SUBAREA ONIFORM
DEVELOPMENT IS COI•PiERCIAL
TC = K'[(LENGTH"3)/(ELEVATION CHANGE~] " .2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1118.00
~ DOWNSTREAM ELEVATION = 1096.00
ELEVATION DIFFERENCE = 22.00
TC = 0.303*(( 1000.00'*3)/( 22.00)]**.2 = 10.306
10 YEAR RAINFALL INTENSITY(INCH/HOUA) = 2.349
~ USER-SPECIFIED RONOFF COEFFICIENT = .8722
SOIL CLASSIFICATION IS "S"
SOBAREA RUNOFF(CFS) = 32.51
TOTAL AREA(ACRES) - 15.90 TOTAL RUNOFF~CFS) = 32.51
' ++:r.>.+a+.x++~x+.+..x+:+x:r:xx..+s+~~+.+.+.....+..~.~++.+.+w~.~.r:xx.:sxx•~x++
FLOW PROCESS FROM NODE 343.00 TO NODE 391.00 IS CODE = 31
- »»>COMPUTE PIPE-FLOW TRAVEL TIME TARU SUSAREAG««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<G«<
~ ELEVATION DATA: UPSTREAM(FEET) = 1096.00 DOWNSTREAM(FEET) = 1095.00
FLOW LENGTH(FEET) = 90.00 MANNING'S N= 0.015
~
Page 6 of 7
33
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i
i
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,
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'
~
~
,
~
,
C~
~
35010PR.RES
DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.39
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 32.51
PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 10.39
LONGEST FLOWPATH FROM NODE 393.50 TO NODE 391.00 = 1040.00 FEET.
...................................~..,~~,...,,,...,,.,...,.,,.,,.....,....,
FLOW PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE = 1
__'_'_""_______________'_"'__ "_"__' _______""__
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPOTE VARIOUS CONFLUENCED_STREAM VALOES«<G<---- --------------
____________________________
__-__-___'__-___-_"-_---_--____'__
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES OSED FOA INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.38
RAINFALL INTENSITY(INCH/HR) = 2.39
TOTAL STREAM AREA(ACRES) = 15.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.51
** CONFLOENCE DATA *•
STREAM ItUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6.21 11.62 2.199 3.20
2 32.51 10.36 2.335 15.90
::~~~:x~~x.•xxexx+x+++.+.sx+++++sxWARNING*dx:~<xxisx~+r.xx+~x*xwxx:+:+..+x~
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS HASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMOLA
WILL NOT NECESSAAILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
..+.+++.x:~s+x+.:xxxx~.x~+.*...+~*~*x+..+.+:.....+~xx.sx+.+.+xxss•x.xx++++*
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMf7LA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM AONOFF Tc INTENSITY
NUMEER (CFS) (MIN.) (INCH/HOUR)
1 38.05 10.38 2.335
2 36.15 11.62 2.199
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAR FLOW AATE(CFS) = 38.05 TC(MIN.) = 10.38
TOTAL AREA(ACRES) = 19.10
LONGEST FLOWPATH FROM_NODE____347_50_TO_NODE____341_00-=--1055.00-FEET.---
_______________________'______________"'____________'_
END OF STUDY SUNAfARY:
TOTAL AREA(ACRES) = 19.10 TC(MIN.) = 10.36
PEAR FLOW RATE(CFS) = 38.05
END OF RATIONAL METHOD ANALYSIS
1
Page 7 of 7
~
Appendix D:
Hydraulic Calculations
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Hydraulic Calculation Report
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Catchbasin Inlet
~ Hydraulic Calculation Report
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Catchbasin Sizes: Tract 30088 Stormdrain System, Harveston
Node CB # Inlet Size (ftl Capacitv (cfs) Q100 (cfsl
322 7 11.5 8.4
324 7 11.5 5.9 '
310 7 11.5 7.1
350Hydro.xls
10/9/2001
~
RBF Consultants, Inc.
Appendix E:
Storm Drain Improvement
Plans
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The improvement pians are attached separately.