HomeMy WebLinkAboutTract Map 33125 HydrologyTRACT N0. 33125
(WOLF CREEK PA-1 S)
HYDROLOGY
~;~
HYDRAULICS
REPORT
Prepared date: January 31, 2006
PflEPAflED BY:
M O R 5 E 17320 Redhill Ave.
. Suite 350
D O K I t H Irvine, CA 92614
, Voice: 949-251-8821
5 c H u t 7 z FAX: 949-251-0516
PLANNERS ENGINEERS SURVEYORS
~
TRACT 33125
~
Hydrology & Hydraulics
Report
• Proiect Location
• Appendices
Appendix A: Rational Method Hydrology Calculations
1. Q~oo Calculations
2. Q~o Calculations
Appendix B: Street Capacity Investigations
1. Section A-A
Appendix C: Catch Bain Size Calculations
1. CB Summary
Appendix D: 100 Year Hydraulic Calculations
1. Line "A"
2. Line "B"
• 3. Line "ES", & Lateral "ES-1"
Appendix E: References
1. Hydrologic Soils Group Map
2. Standard Intensity-Duration Curves Data (Plate No. D-4.1, sheet 4 of 6)
• Pocket Map Exhibits
1. Plate 1- Proposed Hydrology Map
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TRACT NO. 33125
[File: C:\Wspg1\ 33125\TR33'125 doc]
JN 621-04
1/24/06
Date
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RESERVATION
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RATIONAL METHOD CALCULATIONS
100 - YEAR STORM
rou~ maax.dhillev..
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PLANNERS FNGINEERS SURVE`/ORS
~
~ f********~***f*********!****f***********************fY***!~*****!*****~*k*Rf
RATIONAL METAOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
~ Ver. 1.SA Release Date: O1/O1/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
17320 Redhill Avenue, Suite 350
Irvine, CA 92614
(949) 251-8621
~s~~~~~~~x~~+~+~+:x:sx.x+• DESCRIPTION OF STUDY *******+~:rzx~:~~:er~+~~~a~
* TRACT 33125 *
* DEVELOPED HYDROLOGY ~ *
* Q100 FREQUENCY *
!**:!**f4**#1****#*!*:tklk**********f****1~**#********f*************>********
FILE NAME: C:\AES99\HYDROSFT\RATSCX\33125\33125.100
TIME/DATE OF STUDY: 08:05 O1/24/2006
- - ---- -'---------
USER SPECIFIED HYDROLOGY AND AYDRAULIC MODEL INFORMATION:
---
---- -----
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAI,) TO USE FOR FRICTION SLOPE = 0.95
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-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 = 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300
SLOPE OF INTENSITY DURATION CURVE = 0.5496
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAI,
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANAL YSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
unT,F- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP AIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 18 0 13.0 0 020/0 020/0.020 0.50 2.00 0 0313 0.125 0 0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.50 FEET
as (Maximum Allowable Street Flow Depth) -(Top-of-Curb)
2. (Depth)~(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PZPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO TFIE UPSTREAM TRIBUTARY PIPE.*
•xf:tx:taeex#.x:::::t:x:t+f:++si:.~xf.f.~x:.x:fx+xxx+t:~f:t:e~.e:+~a.+.~+.:.+:e+.x:t.
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 25 CODE = 21
--------- ---
~ » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
________________________________________________________________
ASSUMED INITIAL SUSAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SLTBAREA FLOW-LENGTH = 860.00 /
`P
~ UPSTREAM ELEVATION = 96.50
DOWNSTREAM ELEVATION = 83.90
ELEVATION DIFFERENCE = 12.60
TC = 0.359*[( 660.00**3)/( 12.60)]**.2 = 12.473
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.082
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8201
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 6.59 ~y
TOTAL AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 8.59 '(~j~[f'I
+<+~~.::..~<,~x.+.x•x•xe~..:+~z,r+,t+~x+~~+~+~.+~<•:.:•+~::~~~x+~wa~...+~~*x~~~
FLOW PROCE55 FROM NODE 11.00 TO NODE 14.00 IS CODE = 31
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «<
» » >USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 77 90 DOWNSTREAM(FEET) = 76 50
FLOW LENGTH(FEET) = 230.00 MANNING'S N= 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.44 .
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
. PIPE-FLOW(CFS) = 8.59
PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 13.16
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1090.00 FEET.
..:t+~f:•~~.«x+..e.:e.x~~+~••.~f:.~~xx:+..:t:~..>.x<.rx.x~»+r.:e•.x.•e<.x+:•zx~<rr~~
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
____________________________________________________________________________
• ________________ _________________________________
TOTAL NUMBER OF STREAMS = 2
. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.18
RAINFALL INTENSITY(INCH/HR) = 2.99
TOTAL STREAM AREA(ACRES) = 3.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.59
:++...~x.+x.:+x..f+~..:xxfr.~.~::.x•xx+xxx:x~xxx+.<..~:re.~::x+.x.fr:t•fr:t++..+x<.
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
______________________________________________________________
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH*~3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 915.00
UPSTREAM ELEVATION = 89.70
DOWNSTREAM ELEVATION = 82.80
ELEVATION DIFFERENCE = 6.90
TC = 0.359*[( 915.00**3)/( 6.90)]**.2 = 14.602
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.826
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8148
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 6.91
TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 6.91
x+f.:~f.x~~~~frx~~t+stfftfr:+wf~x+x:rff.~++.,~fr+.~~~+~+x++<.~~~~.:,t+:~.:~w~:t+~:tx.a
FLOW PROCESS FROM NODE 13.00 TU NODE 13.00 IS CODE = 81
-----------------------------------------------------------------
• »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOWaa«<
____________________________________________________________________________
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.826
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8148
SOIL CLASSIFICATION IS "B"
1
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 84 ~ n~Z
• TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 11.74 -- vo
TC(MIN) = 14.60
+~x+ax~+fr:t~~fr:t~w~w<+~:r::.,t~+.x~,t:t,t+~~~<frt~:r~::xx.~x~a~x~+e~:t:f:~~~:a:~+>xxx~>
FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31
----------- ------- ---'---'
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «<
» »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 76 80 DOWNSTREAM(FEET) = 76.50
FLOW LENGTfi(FEET) = 28.00 MANNING'S N= 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.26
ESTIMATED PIPE DIAMETER(INCH) = 2i.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.74
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.67
LONGEST FLOWPATH FROM NODE 12.00 TO NODE 14.00 = 943.00 FEET.
.++.>.•.••...+.~~~:e~.•....<>:x<.:+•:.++af.:•:x:+.<.•+.~~~.xax•~..~~x:ta,tfa«e•
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1
--- ---' ---------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
---------------------------------------____________________________________
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.67
RAINFALL INTENSITY(INCH/HR) = 2.82
• TOTAL STREAM AREA(ACRES) = 5.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.74
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
N[1MBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 8.59 13.18 2.990 3.40
2 11.74 14.67 ~2.820 5.10
+~++<xx~xaa~+~++»~~~:r~+~~+~~,r~~~xWARNING*w~xk>~~+>x.~~:~ee:+~+:~~:r~~~+~xe~~
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
:.x~fr~:txr.:..«~x~x..:x+.x~•rr:t~:ex.:..:.fr:e~.••:...•x+:t.~~..~•a::•..~.:.~xx:
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 19.15 13.18 2.990
2 19.65 14.67 2.820 .
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 19. 85 Tc(MIN.) = 14.67
TOTAL AREA(ACRES) = 8.50
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1090.00 FEET.
• .~..s~~~~.tf:e~a:.~~,t~~~f..+:r:~.:r
FLOW PROCESS FROM NODE 14 :r.:~~~~+.ew~~:r,r~.x~+~xe.<:~x:r~.xx~::~»x.x:>t.<+.
.00 TO NODE 16.00 IS CODE = 31
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «<
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «<
V
ELfiVATION DATA: UPSTREAM(FEET) = 76.50 DOWNSTREAM(FEET) = 74.10
• FLOW LENGTH(FEET) = 138.00 MANNING'S N= 0.013
DEPTA OF FLOW IN 21.0 INCH PIPE IS 16.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.65
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 19.85
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 14.90
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 1228.00 FEET.
•x>+•x.x.:.~<..~:::..+efx~.~+..<..:+xe•xe.x~ex.•xx:.s..~:+•r.x+•~~+x~.<•.~~.
FLOW PROCESS FROM NODE 16.00 TG NODE 16.00 IS CODE = 1
----------------- - ------------- --------- - ------------------ - ------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
----------------------------------------------------------------------
TOTAL NUMHER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.50
RAINFALL INTENSITY(INCH/HR) = 2.79
TOTAL STREAM AREA(ACRES) = 8.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.85
x:~.xx.~~x~~.:~~~++~~+~~~..~.s<.+•::..e.~:e...x~<..•.~~.:.•..x.x.~~+.+.~.x.«•
FLOW PROCESS FROM NODE 15.00 TU NODE 16.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
-------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K~[(LENGTH**3)/(ELEVATION CHANGE)]**.2
• INITIAL SUBAREA FLOW-LENGTH = 565.00
UPSTREAM ELEVATION = 86.80
DOWNSTREAM ELEVATION = 81.50
ELEVATION DIFFERENCE = 5.30
TC = 0.359*[( 565.00**3)/( 5.30)]**.2 = 11.527
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.219
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8226
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 4.77
TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 4.77
>..~~>.~•:rz..xx.x~:e~~•~r+~•+:..x.+~~.~..+.•.»~.~.,e+.~~<rt+....+.<~x....:r.+<.~.
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81
--------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
________________________________________________________________________---
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.219
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8226
SOIL CLASSIFICATION~IS "B"
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 65
TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 7.41 '~ ~ 3
TC(MIN) = 11.53
...:.ex~..+w::.x:~+x:rxe:rxext+:t«fr~frf:.~++~...<:~•ezx::x:~w:rxfr:ex•fr:.+.rx+.:xt+
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1
--------------- - ----------- -
» »>DESIGNAT$ INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCFD STREAM VALUES« «<
---------------------------------------------------------------
• TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.53
RAINFALL INTENSITY(INCH/HR) = 3.22
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.41 ~
~ ** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMSER - (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 19.85 14.90 2.795 6.50
2 7.41 11.53 3.219 2.80
•~x~+r~~x~~~~t~~~~~aa~a~~~~~~ttx~WARNING**x~~~x~~~+~~~~~~~~x~~:x~~~xxxe:x:
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. TAIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
.x~.+xx:txxf:texxx:...fx.tx~~xfr~~xx~..+rx+x:tt<xx~~t~~:<:x.x•.:~•.xx+.+x~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 22.76 11.53 3.219
2 26.28 14.90 2.795
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 26.28 Tc(MIN.) = 14.90
TOTAL AREA(ACRES) = 11.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 1228.00 FEET.
••:t:t+w~.•.~,t•x•~~.x~.:.x~~~,t•t,te~:+•:.x.x+~+:t,t+~+•«x..ax<:xx..x>~xx~>••~:t.fr•
FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31
• ---------------- ------- -- - ----- ------------ - ---------
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «<
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «<
____________________________________________________________________________
ELEVATION DATA: UPSTREAM(FEET) 74.10 DOWNSTREAM(FEET) = 73.00
FLOW LENGTH(FEET) = 120.00 MANNING'S N= 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.24
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NOMBER OF PIPES = 1
PIPE-FLOW(CFS) = 26.28
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 15.15
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1348.00 FEET.
~x~~••..++,~,e.x•..~•.~+.~•..•>•+•+~.w..•::x+>..:~:.x:e.:r...:~:<>•:»~.<+»r:.~~.~
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
---------------- - ---------------- - ---------- --------
»>»RATIONAL METHOD INZTIAL SUBAREA ANALYSIS « «<
______________________________________________________________
ASSUMED INITIAI, SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUSAREA FLOW-LENGTH = 435.00
UPSTREAM ELEVATION = 97.40
DOWNSTREAM ELEVATION = 94.80
ELEVATION DIFFERENCE = 12.60
TC = 0.359*[( 435.00**3)/( 12.60)]**.2 = 8.286
100 YEAR RAINFALL INTENSITY(INCH/fiOUR) = 3.859
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8327
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 3.66
. TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 3.86 ~~'L~-
•~fr<+~~~xxxx~frt++~~,t:~•~a~+~~.t~f~w.re+x:t~frtrtfrfr:t~~:t~<rx:+x:xxx:>xxt>~:t~ef:rx~
FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31
`~
.-, ==»»>COMPUTE-PIPE-FLOW_TRAVEL-TIME-THRU-SUBAREA«« _______________________
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 78.80 DOWNSTREAM(FEET) = 78.40
FLOW LENGTH(FEET) = 36.00 MANNING'S N= 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.59
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPfi-FLOW(CFS) = 3.86
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 8.39
LONGEST FLOWPATA FROM NODE 20.00 TO NODE 22.00 = 471.00 FEET.
.++:+.•.a~>.+:~•.•:.xx:xrx~~~~~.+~•.x+x~~xaftx~~+~~•.~++•~«~.+..•x.~~~.x~~+
FLOW PROCESS FROM NODE 22.00 TQ NODE 22.00 IS CODE = 81
------------------- '- - ------- -
>» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
____________________________________________________________________________
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.832
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8607
SOIL CLASSIFICATION IS "B" p
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.34 Cp ~ S
TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.1
TC(MIN) = 8.39
~x.~~.~+..:.:te:texx~<t:t:tfra:t•x~+x•:~+~~+:tt+frfr:t~.xx.+..x:.~~~~~~:x+x~~«+:xx.a.
FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31
---------------------
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<a<
• __== »=USING-COMPUTER=ESTIMATED-PIPESIZE-(NON=PRESSURE-FLOW)<====-----------
ELEVATION DATA: UPSTREAM(FEET) = 78.40 DOWNSTREAM(FEET) = 76.80
FLOW LENGTA(FEET) = 60.00 MANNING'S N= 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.67
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.19
. PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.52
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 531.00 FEET.
rx::x.+ef~fr•~~fr•fr••+.~+.>+~xe::••e.•.xxx•+x~~f~tf:~•x<...~.~e++>+>+.x....+.+.
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
_____" " " " " ___________________" " ____'____' _
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< _ "_'
---------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM --------------------
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 500.00
UPSTREAM ELEVATION = 86.50
DOWNSTREAM ELEVATION = 81.80
ELEVATION DIFFERENCE = 6.70
TC = 0.359*[( 500.00**3)/( 6.70)]**.2 = 10.221
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.438
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8264
SOIL CLASSIFICATION IS "B"
SUBIiREA RUNOFF(CFS) = 3.13
10 TOTAL RUNOFF(CFS) =
TOTAL AREA(ACRES) = 1 ~i/~
3.13 '~ -*t p
.
~
x::.x:x+.xx+..fr+fr+r..+x+.•....~•.e.<.~++r:~•:t+•.~~+x•+>.+•.x+:•++•..e++~:t+.~~:•
FLOW PROCHSS FROM NODE 31.00 TO NODE 32.00 IS CODE = 31
-------------------------'--
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «<
~~
~ __»>»USING-COMPUTER-ESTIMATED-PIPESIZE_(NON=PRESSURE-FLOW) « «<--___------
ELEVATION DATA: UPSTREAM(FEET) = 75.80 DOWNSTRSAM(FEET) = 75.40
FLOW LENGTA(FEET) = 36.00 MANNING'S N= 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.29
ESTIMATED PIPE DIAMETER(INCH) = 1B.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.13
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.33
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 536.00 FEET.
.:..•.x~.~~~~xx~...•x...x.+s.~•~~tx~~~~~~:•+.xxx..x.•+t~.~~~e•..••.:.<.....+
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81
- ----------- -'------- ------- - ---
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 418
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8261
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.50 SUflAREA RUNOFF(CFS) = 1.41 ~~'7
TOTAI, AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 4.5
TC(MIN) = 10.33
.:r.::..a:t~:rx~~•.~....xx~..:t+a~x.x+~:x::.:xx~.x+:t>~a:rx::x.>.«.+~++«.xx+~.+~
FLOW PROCESS FROM NODE 32.
---- 00 TO NODE 33.00 IS CODE = 31
'-----
»»>COMPUTE PIPE-FLOW TRAVEL ----- --- - --
TIME THRU SUBAREA« «<
» »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «<
~ ELEVATION DATA: UPSTREAM(FEET) = 75 40 DOWNSTREAM(FEET) = 73 40
FLOW LENGTFi(FEET) = 60.00 MANNING'S N= 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTFI OF FLOW IN 18.0 INCH PI PE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.72
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.54
PIPE TRAVEL TIME(MIN.) = 0.1 1 Tc(MIN.) = 10.45
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 596.00 FEET.
________________________________
END OF STUDY SUMMARY: ____________________________________________
TOTAL AREA(ACRES) = 1 .60 TC(MIN.) = 10.45
PEAIC FLOW RATE(CFS) = 4 .54
________________________________
END OF RATIONAL METHOD ANALYSI ____________________________________________
S
1
~
~2
Appendix A-2
RATIONAL METHOD CALCULATIONS
10 - YEAR STORM
w o~ s e ll]]0 vdhill Ave.
. SuiM1 ]50
DOKICN Irvine,CA9361~
~ Voiw:91f~351~88]i
ScnuLix fA%: 919d51-0516
PIANNERS ENGINEERS SUQVEYORS
, ~3
/
~
'
~ *********f**~*i*ff*fS**f***!**~********~ff******!!***!f****!*!****f*******k*
RATIONAL METHOD AYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.SA Release Date: O1/O1/99 License ID 1269
Analysis prepared by:
hIDS CONSULTING
17320 Redhill Avenue, Suite 350
Irvine, CA 92614
(949) 251-8821
•~~++~++~+++~:~>~<:~~r~:tx~r:t DESCRIPTION OF STUDY •~~~++r+~xa+x~~~a~ez~e<:te~
* TRACT 33125 *
* DEVELOPED HYDROLOGY *
* Q10 FREQUENCY *
.~:.~+.+:t.~...~~:.:•.x+..~.>+....+~+.+~.~~>+:.~..x+..~++.x+.<.+a..~~•~.~.•
FILE NAME: C:\AES99\HYDROSFT\RATSCX\33125\33125.010
TIME/DATE OF~STUDY: 10:38 O1/24/2006
--------------------------------------------- - --
USER SPECIFIED HYDROLOGY F1ND HYDRAULIC MODEL ZNFORMATION:
" " __" '_'__" '____'_" _'_________________________________________'_'_ " " '
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
~ 10-YEAR STORM 10-MINUTE INTENSITY(INCH/I-IOUR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/AOUR) = 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-DURATION CURVE = 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.689
SLOPE OF INTENSITY DURATION CURVE = 0.5506
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
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-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTA CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 18.0 13.0 0 020/0 020/0.020 0.50 2 00 0 0313 0.125 0 0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.50 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.*
x~~+~f~f+:t+>~rrx:+x+<+~:t+x.:.a+:r~...x..a~+a~x:~a~~~~~+~~:t.~:t~~s~.x:...xx:+exe
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
• --=--->RATIONAL-METIiOD-INITIAL-SUBAREA-ANALYSIS===-<------------------------
ASSUMED ZNITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*L~LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 860.00 1~
•- UPSTREAM BLEVATION = 96.50
DOWNSTREAM ELEVATION = 83.90
ELEVATION DIFFERBNCE = 12.60
TC = 0.359*[( 660.OOx*3)/( 12.60)]**.2 = 12.473
10 YEAR RAINFALL INTENSITY(INCH/AOUR) = 2.111
CONDOMINIUM DEVELOPMENT RUNOFF COSFFICIENT = .7955
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 5.71
TOTAL ARSA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 5.71
+~+e++rx»+~f~..+.+.:,t:f+.f>+e+rz:r.f.+:t++>:t<fe.:x.:~+frfra~~:te~x.xx+.<+..:xx..:t+•.
FLOW PROCESS FROM NODE 11.00 TO NODE 14.00 IS CODE = 31
------ -----------------------------------------
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
» »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 77 90 DOWNSTREAM(FEET) = 76.50
FLOW LENGTH(FEET) = 230.00 MANNING'S N= 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.91
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.71
PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 13.25
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1090.00 FEET.
.++~+~x....+~•~.+x+...•~..~•~~~.•.x•:r.~~~~~~+~:x:x~x~~:r«~:r~.+~x<.~x.~x>.x~...
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1
"_" '_"_'______"""___'____'____
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
~ TOTAL NUMBER OF STREAMS=°==2________________-------______________________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.25
RAINFALL INTENSZTY(INCH/HR) = 2.04
TOTAL STREAM AREA(ACRES) = 3.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.71
::.~+.:..x:~~~<x..:....~~~>~+x<:+,t.e:..>:~+a~~~nx~.~x«x:tx<:txxr.x~.e~+>,tax+xx~x
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21
-- -- ------------- --------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
------------------------------_____________________--------________________
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K3[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 915.00
UPSTREAM ELEVATION = 89.70
DOWNSTREAM ELEVATION = 62.60
ELEVATION DIFFERENCE = 6.90
TC = 0.359*[( 915.00**3)/( 6.90)]**.2 = 14.602 ~
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.935
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7894
SOZL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 4.56
TOTAL AREA(ACRES) = 3.00 TOTZIL RUNOFF(CFS) = 4.58
•~.+~~~:t++ex.~~s:ax.+t~..~+.~~.~~.~.~..:~~~:x~a~~.~x.~.«.:~x:>~:.+<+x+.~<+a+
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81
~ -->»>-ADDITION-OF-SUBAREA_TO-MAINLINE-PEAK-FLOW<-«<-----------------------
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.935
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7894
SOIL CLASSIFICATION IS "B"
~5
~ SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 3.21
TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 7.79
TC(MIN) = 14.60
x~.~x.~:r~~x~+:t++~+~t+~~+w<f,tw:r+,r.x+f+f~~+ax:~::.~+:~~.~~~x:t,r~~~xx~frx~rx~x,t::x
FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31
- '----------------------- ------------------------ - -- - -------
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 76.80 DOWNSTREAM(FEET) = 76 50
FLOW LENGTH(FEET) = 28.00 MANNING'S N= 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.56
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.79
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 14.67
LONGEST FLOWPATH FROM NODE 12.00 TO NODE 14.00 = 943.00 FEET.
x+~x><.x:+.:>:•:ee:r:e:x.•.x•x.:.:.+x::+x:><:x:r::.x..:•.:...•.x.•+>:tx>~<:x.:>..
FLOW PROCE55 FROM NODE 14.00 TO NODE 14.00 IS CODE = 1
- --- - - -----------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
»>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
---- --- ---- --------------------------- ------------- ---------- ---
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM ~2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.67
RAINFALL INTENSITY(INCH/HR) = 1.93
~ TOTAL STREAM AREA(ACRES) = 5.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.79
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUF2) (ACRE)
1 5.71 13.25 2.041 3.40
2 7.79 14.67 1.930 5.10
:x~,t+x~:.++~++~~~~~~:t~~::«:«~~tWARNING~'~~'~:s~:~~~:t«~~+~~~+~~+~~x+~~+xa:x:
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMUI,A OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
xxrr~x..<.<..~r~.+x:t•x:•.......+.~+~~+.:t~+.~.+.~x•w•r,t:.e+•xx:<:x::xx.:rr.xx
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 12.75 13.25 2.041
2 13.19 14.67 1.930
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 13.19 Tc(MIN.) = 14.67
TOTAL AREA(ACRES) = 8.50
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1090.00 FEET.
~ x.:x::x.~.x•.+xx.•x<.x+.<:.~+x........x>...:...~e+e~++wfr:t•~:t:t~.•~~•.:+.:.~.x
FLOW PROCESS FROM NODE 14.00 TO NODE 16.00 IS CODE = 31
»»>COMPUTE PIPE-FLOW TRAVEL TIME TFiRU SUBAREA« «<
» »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<a«<
1~e
• ELEVATION DATA: UPSTREAM(FEET) = 76.50 DOWNSTREAM(FEET) = 74.10
FLOW LENGTH(FEET) = 138.00 MANt7ING'S N= 0.013
DEPTH OF FLOW IN 18.0 INCA PIPE IS 14.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.70
ESTIMATED PIPE DIAMETER(INCH) = 16.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.19
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 14.94
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 1228.00 FEET.
x~.+~x:xxx~~tt~~t+f.x•.x~~~~~~~~+x+.*t.x~~~xf~<xt~<xe.x.:x•~~.~~~~~~~•~•~~~+
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1
--- --'-------------------
>» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
___________ ___________________________________________________
TOTAL NOMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.94
RAINFALL INTENSITY(INCH/HR) = 1.91
TOTAL STREAM AREA(ACRES) = B.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.19
~•~f.:t~~~er....<.f:tx<fx:...::x+•f::xx+~e•:.:~xxt..•.•t•«a•+.+f•a.::...~+.+~:..
FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 21
" '_.____________" " " '____________________
>» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
____________________________________________________________________________
ASSUMED ZNITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
~ INITIAL SUBAREA FLOW-LENGTH = 565.00
UPSTREAM ELEVATION = 86.90
DOWNSTREAM ELEVATION = 81.50
ELEVATION DIFFERENCE = 5.30
TC = 0.359*[( 565.00**3)/( 5.30)]**.2 = 11.527
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.204
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7965
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 3.17
TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 3.17
***'R**#********f************k**'k*******#******R:tfkft**kf********************
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81
------------------- -------'--------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
---------------
------------
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.204
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7985
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.76
TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 4.93
TC(MIN) = 11.53
+r:t~frt:t~+•w.•.•..x~fr>~+.t+:t+:t.•x.•.:x.•~+~r:txex~~exx.x.x..:..:x..r..::::>•:••.
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1
----------------------- -- -
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
• TOTAL NUMBER OF STREAMS_==_2______________________________________________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TZME OF CONCENTRATION(MIN.) = 11.53
RAINFALL INTENSITY(INCH/HR) = 2.20
TOTAL STREAM AREA(ACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.93
~~
• ** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
N[JMBER (CFS) (MIN.) (INCB/HOUR) (ACRE)
1 13.19 14.94 1.911 8.50
2 4.93 11.53 2.204 2.80
+~~+.x,r.~~~+~~~+~~~~~~~~~~+++:~>~WARNING>,re:rw.,e~+~~~+~x~~,e~~~~,r~~,r~+~>xx:r+
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
~~f:x~:t~<x:t~ «f~t~fx++:ttfr:t<ftr~fr:r~x~:trtfrf~x+:r~:.~,e.:r+x~xxxrx~~<rrxxrre.~~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 15.10 11.53 2.204
2 17.46 14.94 1.911
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 17.46 Tc(MIN.) = 14.94
TOTAL AREA(ACRES) = 11.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 1228.00 FEET.
•~~x~~:t<+fe~w~.t:t+t.:r~:++:+.~:~~.~.+ex+~~~.+.:...:+.++:x.~+x+..:x..••x•:t~f:.:t~:t+
FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31
. ____________________________________________________" " ___
>» »COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «<
» »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 74 10 DOWNSTREAM(FEET) = 73 00
FLOW LENGTH(FEET) = 120.00 MANLIING'S N= 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.51
ESTIMATED PIPE DIAMETER(INCA) = 24.00 NOMBER OF PIPES = 1
PIPE-FLOW(CFS) = 17.46
PIPE TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 15.20
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 1348.00 FEET.
,txrtfrfr~+f:ttfr•+,e.f.e:r...~.:r.ex..~.+.:rxxe:r:e:rx....e.xe.x+.•+••...~+~~~.~s+:.<+.
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 SS CODE = 21
-' - ------------ ------ ------------- ---------------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------------------------------------------------
--------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT 25 CONDOMINIUM
TC = K*[(LENGTA**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 435.00
UPSTREAM ELEVATION = 97.40
DOWNSTREAM ELEVATION = 84.80
ELEVATION DIFFERENCE = 12.60
TC = 0.359*[( 435.00*~3)/( 12.60)]~*.2 = 6.286
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.644
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8106
SOIL CLASSZFICATION IS "B"
~ SUBAREA RUNOFF(CFS) = 2.57
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.57
+~~a~r.t~~~~:~x~~xxx:+~xx+++~+«~~+x+~~+~++~~:t+xx~x~~x~+~+~x~~+:t~+:r:txr:~x:e+x
FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31
__'_______'___ " _" "'___" " _'_'__" '_'_'_'_'____'_ "_____'_'_'____________
`V
• --» »>COMPUTE_PIPE-FLOW_TRAVEL_TIME-THRU-SUBAREA-a«------------
» » >USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 78.80 DOWNSTREAM(FEET) _
FLOW LENGTA(FEET) = 36.00 MANNING'S N= 0.013
ESTIMATED PIPE DIAMETER(INCI-I) INCREASED TO 18.000
DEPTH OF FLOW IN 16.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.01
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.57
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 8.41
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 471.
.
~
78 40
00 FEET.
::.x~+~x.x•>:+.x.:•..:x...<..~+~•,t+~~~~+~~~•~a:t+~~.+.:t:t••xxs~:x+er~~~~~x•x.x
FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81
----------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
----------------------------------------------------------------------------
----------------------------------- ---------
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.623
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8743
SOIL CLASSIFICATION IS "B"
SUSAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.80
TC(MIN) = 8.41
•.zxxx+.+.x~ss..:sx:xx~~>xx......~>.<.:+....:x.+.xx.+x:..xxx+x~++r:t.•f:>x~r~.x
FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<a«<
» »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «<
____________________________________________________________________________
ELEVATION DATA: UPSTREAM(FEET) = 78.40 DOWNSTREAM(FEET) = 76.80
FLOW LENGTH(FEET) = 60.00 MANNING'S N= 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE I.~i 5.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.03
ESTIMATED PIPE DIAMETER(INCfI) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.80
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 8.55
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 531.00 FEET.
~,t~~~~~~r.~::...x~.•a~.~x.~~~~x•:~«.~:r~..<+•~.••~•~~++~:t+~~~~+•~x•.x~•.~x+x..
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
__________'_"_'____"___"__"_"'_"_"_"___'_'____""
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
________________________________
ASSUMED INITIAL SiJBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SiTBAREA FLOW-LENGTH = 500.00
UPSTREAM ELEVATION = 88.50
DOWNSTREAM ELEVATION = 81.80
ELEVATION DIFFERENCE = 6.70
TC = 0.359*[( 500.00**3)/( 6.70)]*'.2 =
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.08
10.221
355
.6030
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.08
.x:r:r.x~r~r~t~~~+:r~~+e~x:r.:r:t++>eerr:ree:rxx:r~~~:rex:r.~.::~~:x>~~~x:~~e.>.e.++s~.<++
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 31
--------------------- - '------- ---- - ---- --
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA« «<
~a
. --» »_USING-COMPUTER=ESTIMATED-PIPESIZE-(NON-PRESSURE-FLOW) « «<-- -- __--
ELEVATION DATA: UPSTREAM(FEET) = 75.80 DOWNSTREAM(FEET) = 75.40
FLOW LENGTH(FEET) = 36.00 MANt7ING'S N= 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES
PIPE-FLOW VELOCZTY(FEET/SEC.) = 4.72
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.08
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 10.35
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 536.00 FEET.
******************i*******3***!*k*fr!*f***!*f*Yt***********Yf**f***1'*k**:!**:k*'t
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81
-------------------- - ---- --
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
____________________________________________________________________________
- 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.339
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8026
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.94
TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 3.02
TC(MIN) = 10.35
.:r........~~•~•x~+~..~.•..x~+.x~~..~:xx+.:.:.>•.:•...+.~<+~<.~~.~,r+.~.+>~<x.
FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31
--------------------------------------------------------------------
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SLTBAREAa« «
» »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) « «<
• ELEVATION DATA: UPSTREAM(FEET) = 75 40 DOWNSTREAM(FEET) = 73 40
FLOW LENGTH(FEET) = 60.00 MANNING'S N= 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.77
ESTZMATED PIPE DIAMETER(INCH) = 18.00 N[JMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.02
PIPE TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 10.48
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 596.00 FEET.
--------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.60 TC(MIN.) = 10.48
PEAK FLOW RATE(CFS) = 3.02
____________________________________________________________________________
_______________________________________________________________________
END OF RATIONAL METHOD ANALYSIS
1
~
20
A endix B
pp
STREET CAPACITY INVESTIGATIONS
M o a s E Inxa R.dAiIIA...
. S~iw 350
ooKicx Mb~,U9361~
' Vuor.9~9d51-8131
scHV~iz fA%: 9~9251-0SIE
VLANNFRS ENGINEERS SURVEYORS
N
STREET CAPACITY CALCULATION
TYPICAL STREET SECTION
SECTION A-A
~
e.,.
" ,n,~...n...
~ ~... ~
eoR~~x `w.,uruu
~ we:wcuiaut
xuin rm wammu
tL~NN~RS IH61M11[S SURV[TO~S 2y
I:\62102\HYDRO\ST-CAP.dwg 1/27/06
STREET "A", "D", & "E"
SCALE: 1"=10'
~ ____________________________________________________________________________
----------------------
** RESULTS OF IRREGULAR CHANNEL ANALYSIS **
CALCULATIONS BASED ON MANNINGS EQUATION
WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
(c) Copyright 1983-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: O1/O1/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
17320 Redhill Avenue, Suite 350
Irvine, Ca 92614
(949) 251-8821
•~~~<+t~~xx~:x+~avr:rew~e~.rxe DESCRIPTION OF STUDY :a~aat+~~~:t~:t~frt:t~~~:t~:r+~<
* TRACT 33125 *
* STREET CAPACITY *
• Q10 = 18 CFS WITH S=0.0050 *
.~•..+ex.f:.:r+~x.x.....+.+a•frt+t+:e:•.x+•.:t•~frt«~~fr~+.xx+:t«~•xfrx~~t.txf:.•
TIME/DATE OF STUDY: 10:37 O1/19/2006
__'_"' _____'_" '_'
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1:
NODE NUMBER "X" COORDINATE "Y" COORDINATE
~ 1 0.00 10.20
~ 2 10.00 10.00
3 10.13 9.50
4 12.10 9.63
5 12.13 9.66
6 28.00 9.96
SUBCAANNEL SLOPE(FEET/FEET) = 0.005000
SUBCHANNEL MANNZNGS FRICTION FACTOR = 0.015000
............................................................................
SUBCHANNEL FLOW(CFS) = 9.1
SUBCFIANNEL FLOW AREA(SQUARE FEET) = 3.76
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.428
SUBCHANNEL FROUDE NUMBER = 0.937
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 18.00
SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.21
---------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2:
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 28.00 9.98
2 43.67 9.66
3 43.90 9.63
4 45.87 9.50
5 46.00 10.00
6 56.00 10.20
~ SUBCFIANNEL SLOPE(FEET/FEET) = 0.005000
SUBCH7INNEL MANNINGS FRICTION FACTOR = 0.015000
............................................................................
SUBCHANNEL FLOW(CFS) = 9.1
SUBCFIANNEL FLOW AREA(SQUARE FEET) = 3.76 ~~
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.428
~. SUBCHANNEL FROUDE NUMBER = 0.937
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 18.00
SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.21
--------------------------------------------------- -- ------------
TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED 18.00
COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 18.
ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION ............................. 10.00
NOTE: WATER SURFACE IS BELOW EXTREME
LEFT AND RIGHT BANK ELEVATIONS.
~
_ J
2~
__________________________________________________________
•
** RESULTS OF IRREGULAR CHP.NNEL ANALYSIS **
CALCULATIONS BASED ON MANNINGS EQUATION
WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS
(c) Copyright 1963-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: O1/O1/99 License ID 1269
Analysis prepared by:
hIDS WNSULTING
17320 Redhill Avenue, Suite 350
Irvine, Ca 92614
(949) 251-8821 ,
x+xx+~.:~~+~+w.~~~+~~+~~>+• DESCRIPTION OF STUDY x~~~~~~+::~,rxxt+.~.,r+~~~:e+
~ TRACT 33125 x
* STREET CAPACITY .
* Q100 = 50 CFS WITH 5=0.0050 *
.~•fr~f~..+:~~fr~•:t~l....~~~+fr~+.+~+~f<•x+.xx.:rexrxxrt..f.:ffe•..>+~~...•++:t+:t~e
TIME/DATE OF STUDY: 10:40 O1/19/2006
---------------------'
* ENTERED INFORMATION FOR SUBCHANNEL --------------------
NUMBER 1:
NODE NUMBER "X" COORDINATE "Y" COORDINATE
. 1 0.00 10.20
2 10.00 10.00
3 10.13 9.50
4 12.10 9.63
5 12.13 9.66
6 28.00 9.98
SUBCHANNEL SLOPE(FEET/FEET) = 0.0050 00
SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000
................................................
SUBCHANNEL FLOW(CFS) = 25.9 ............................
SUBCHANNEL FLOW AREA(SQUARE FEET) = 8.36
SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.098
SUBCHANNEL FROUDE NUMBER = D.999
SUBCHANNEL FLOW TOP-WIDTH(FEfiT) = 28.00
Sl7BCHANNEL HYDRAULIC DEPTFI(FEET) = 0 .30
------------------------------------------------
* ENTERED INFORMATION FOR SUBCHANNEL --------- - -- --------------
NUMBER 2:
NODE NUMBER "X" COORDINATE "Y" COORDINATE
1 28.00 9.98
2 43.87 9.66
3 43.90 9.63
4 45.87 9.50
5 46.00 10.00
6 56.00 10.20
. SUBCHANNEL SLOPE(FEET/FEET) = 0.005000
Si1BCAANNEL MANNINGS FRICTION FACTOR = 0.015000
................................................
SUBCHANNEL FLOW(CFS) = 25.9 ............................
SUBCHANNEL FLOW AREA(SQUARE FEET) = 8.36 _L
~~
• SUBCHANNEL FLOW t7ELOCITY(FfiET/SEC.) = 3.098
SUBCHANNEL FROUDE NUMBER = 0.999
SUBCHANNEL FLOW TOP-WIDTH(FEET) = 28.00
SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.30
----'--------- - --- - ------------'----------------- - ---------- - -----------
-'----------------- - - - ----------- - --------_---------- - ------------
TOTAL IRRfiGULAR CHANNEL FLOW(CFS) WANTED = 50.00
COMPUTED IRREGULAR CHANNEL FLOW(CFS) 51.
ESTZMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE
ELEVATION ............................. 10.20
NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT
BANK ELEVATIONS.
~
•
/~
'
1
~
Appendix C
CATCH BASIN SIZE CALCUTATIONS
Mo~sE np]oe.dhiOAve.
. Suib JSD
DOItICN Wi~u~G93611
~ Voku V~9351~8611
S[NYtT2 fAX: p/9Q51-0516
VLANNERS ENGINEERS SVItVEYOkS
Z~
~ TRACT NO. 33125 - CATCH BASIN SUMMARY
(SEE CALCULATION NEXT PAGES)
~
~
CB# CB DESIGN STREET STREET CURB TOTAL REMARKS
TYPE "Q~~' SLOPE DEPTH OPENING INTERCEPTED
OF TYPE "Q" = TOTAL
FLOW
,~~
(cfs) (ft) (ft) (cfs)
1 2 I31 4 5
1 FB 8.6 POND 0.48 14 7.5 @
TO C.O. 1.1 TO
TC CB # 3 STREET
ELEV. "D"
2 SUMP 11.7 POND 0.83 10 11.7 @
TO
TC STREET
ELEV. "D"
3 SUMP 7.4 + POND 0.83 7 8.5 @
1.1 (# 1) TO
= 8.5 TC STREET
ELEV. "E"
4 FB 3.9 POND 0.35 14 3.9 @
TO
TC STREET
ELEV. "A"
5 FB 0.3 POND 0.16 7 0.3 @
TO
TC STREET
ELEV. "A"
~
• TRACT NO. 33125 -
(SEE CALCULATION NEXT
•
•
CB# CB
TYPE DESIGN
"Q~oo"
cfs)
1 STREET
SLOPE
2 STREET
DEPTH
OF
FLOW
(ft)
(3) CURB
OPENING
TYPE
..~,
(h)
4 TOTAL
INTERCEPTED
"Q" = TOTAL
(cfs)
5 REMARKS
6 FB 3.1 POND
TO
TC
ELEV. 0.31 14 3.1 @
STREET
"E"
7 FB 1.4 POND
TO
TC
ELEV. 0.23 7 1.4 @
STREET
"E"
[FILE: C:\WSPG1\331251C833125]
JN 621-04
January 31, 2006
~_`
. ~xxf~~~xxa~tx~~~~x<+~~t<f~~rr~~~x~>x~ffw~:~~t+++~+~~~~~~+~~~+++~~~x~~+~x~x~x
AYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-99 Advanced Engineering Software (aes)
- Ver. 8.0 Release Date: O1/01/99 License ID 1269
Analysis prepared by:
hIDS CONSULTZNG
17320 Redhill Avenue, Suite 350
Irvine, CA 92614
(949) 251-6821
- ---------------'----------------- ------ - - ----------
TIME/DATE OF STUDY: 6:41 1/26/2006
•~+xx«~~.r:r~:~~a+v.~:rxx»<+t DESCRIPTION OF STUDY rr~axxxxx:xxx~:vrx:rx:r,r<>~a++
* TRACT 33125 x
~ CB #1 x
• Q100 = 8.6 CFS *
+.~...+.~.~:r:+.~.•.•..a:+.~~•r::t.••~x.•fxx•:x+..x.xe.:..:x>~.~++~+...:.+:.+
e+xxxx~~~<w:r<xx:t+~fr:r::xxxa~~+f<x~rx<sft~+z~~+~:t~~~~~x~+:ts~:t~x~x~e:r~x~~x~:t~>x
»»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« «
. Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 8.60
BASINRLOCALDDEPRESSION(FEET)48 o.33sEENEx7' p~&E
FLOWBY BASIN WIDTH(FEET) = 14.00
»»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 18.5
» »CALCULATED ESTIMATED INTERCEPTION(CFS) = 7.5
1 US~ w~ ~~
O .~
Fcowa v Q = B. 6- 7. 5- r, ~ c~s ~m r,B ~ 3
i
~
~ ****f**t**wff****ff****#**f#*%*****f*~*******ff****ffY*****#ff~*!*~***~*****
~ AYDRAULIC ELEMENTS - I PROGRAM PACKAGE
. . (C~) Copyright 1982-99 Advanced Engineering Software (aes)
" Ver. 8.0 Release Date: O1/O1/99 License ID 1269
Analysis prepared by:
hIDS CONSULTING
17320 Redhill Avenue, Suite 350
Irvine, CA 92614
(949) 251-8821
---------------------------------------------------
TIME/DATE OF STUDY: 6:35 1/26/2006
•~+x~~~~~+~~+~~~+axx+,r~~:+ DESCRIPTION OF STUDY **x~.x~:<:r~w,rx+~.~~:r~~~~~x
* TRACT 33125 .
* DEPTH OF FLOW ~ CB #1 .
* Q100 = 8.6 CFS <
xxex.x.+~xwx:~+.x<.~.:t..e.~x..~..:<+:x.~:t:t.~..~~.~.~<:xx:.+x.xx...>~+~..f::t
:x+~trxxxx~fr~xx+~:t~~x~.rxxxx«:trr~x~.rxxx~«wx~~~x+fr~~~~+,t+fr,t<xax><:t+f:x:rx~:xx~x~+x
» »STREETFLOW MODEL INPUT INFORMATION««
-------------- -------------- - --
~ CONSTANT STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 8.70
. AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAI,) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.46
FULL HALF-STREET FLOW(CFS)
FULL HAI.F-STREET VELOCITY(F
SPLIT DEPTH(FEET) _ ~0.27
SPLIT FLOW(CFS) = 1.05
STREET FLOW MODEL RESULTS
FLOOD WIDTH(FEET) = 18.00
= 7.65
3ET/SEC.) = 2.26
SPLIT FLOOD WIDTH(FEET) = 7.75
SPLIT VELOCITY(FEET/SEC.) = 1.41
-'---'-------'--- ----
STREET FLOW DEPTH(FEET) = 0.48
HALFSTREET FLOOD WIDTH(FEET = 18.00
AVERAGE FLOW VELOCZTY(FEET/SEC.) = 2.26
PRODUCT OF DEPTH&VELOCITY = 1.08
1
~l I
u
3~
• wt~rxx~~~+xxx~~x~xx~x+xxa~~x+e~tff~xwxx+~~f~:~~~~~~xa~~~xxx:~t~~~~~~r~~~~~+•
. AYDRAULIC ELEMENTS - I PROGRAM PACKAGE
~ (C) Copyright 1982-99 Advanced Engineering Software (aes)
.- Ver. 8.0 Release Date: O1/O1/99 License ID 1269
Analysis prepared by:
MDS CONSULTING ~
17320 Redhill Avenue, Suite 350
Irvine, CA 92614 ~
(949) 251-8821
------- - ---------------------'--- -- ---------------- - - ------
TIME/DATE OF STUDY: 6:39 1/26/2006
+++~~~.t~+:t+~~~~~~xx~:t~~e+x DESCRIPTION OF S2'UDY *+*r:~~:t~zrx~:t:r:r:r~~:~~~:
* TRACT 33125 ~
* CB #2 ~
* Q100 = 11.7 CFS •
**f*frf:#*f*:!***#fr*/f*Y*a!:!*****4#**f*k***********#fF!****Ytfk***~k*'k*******,h***
*********:!**Yt****f*R*1t*****irt****f4****%'fffr**t*ft**************f******~kf*****
» »SUMP TYPE BASIN INPUT INFORMATION« «
~ Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins-and sump basins.
BASIN INFLOW(CFS) = 11.70
BASIN OPENING(FEET) = 0.70
DEPTH OF WATER(FEET) = 0.83
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.41
1
US E t,l - l0 ~ ~~L ~-~,C~p11pN DCCU/ZS •
~
~
~
~ ~~+«x+xeex::x~3x~t+e~~exe~x~r~~r~3<>f~<xx~~xx~~.~~+~w~~~xwe~a~~~~+~x~+:~ax~~
HYDRAULIC ELEMENTS - I PROGRAM PACICAGE
(C) Copyright 1982-99 Advanced Engineering Software (aes)
. Ver. 8.0 Release Date: O1/O1/99 License ID 1269
Analysis prepared by:
I~IDS CONSULTING
17320 Redhill Avenue, Suite 350
~ Irvine, CA 92614
(949) 251-8821
--------- - ------ -------------- - --- ----------- - -- - ----
TIME/DATE OF STUDY: 6:47 1/26/2006
.+~~+~~+::x~+x+~x+~x~wxra. DESCRIPTION OF STUDY :~:xxs~a~~~~~~~x~+~~xx~x~x
* CB # 3 3 312 5 ~ F~wB y~~Q ~'~l~/~'f ~-# 7 ~
.
* Q100 = 7.4 + 1.1 = 8.5 CFS *
~+~+•.~. +:.•f..e:..:t•.<fr~~:tx~w+.+..~wfr~xxe.::..~.~•:•.+:..x•e..<..~.....~
I/ \~
1tYpRAl.OCrY Q
..,,.,~.,,> .............~....,~~~,,.~.,...~,.~,.~,..<....~,~.~~,~~..~.,.>~,.
» »SUMP TYPE BASIN INPUT INFORMATION« «
~ ~Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 8.50
BASIN OPENING(FEET) = 0.70
DEPTH OF WATER(FEET) = 0.83
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.93
1 (~Sii W = / /~
~7~~ 7./JT~P.C~P~7QN OL'GU/ZS .
~
~
~ x+xs~~~:<~:xx~x:r:atx>t~w~xfz~xa~>~~tx~<x:~rr+~:+f~•~r~~+~~~xrrr:~~~xxxxxx~•
HYDRAULIC ELEMENTS - 2 PROGRAM PACICAGE
(C) Copyright 1962-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: O1/O1/99 License ID 1269
analysis prepared by:
MDS CONSULTING
17320 Redhill Avenue, Suite 350
Irvine, CA 92614
(949) 251-8821
- --- ------------------------------------
TIME/DATE OF STUDY: 8:38 1/27/2006
:tw~xxrs~t:>xrrxx+:x~:+~x:tx:r DESCRIPTION OF STUDY x~:~~+~+~++xe~>~x~ax~x~~t~~
* TRACT 33125 >
* CB #4 x
* Q100 = 3.9 CFS x
~+a.::...+<f..e...<•~•++fe..+.•:~•>.t~e.•...~~ee~...•~~fx.:ex:.:.••~~.•~,t+~f.>
evrx::r+>«er.:rxr:~x:>~afr~:rnxxx+~x:~xe~~xx~~~+exr:ra~~>~+w~rr~+ax~~x+:t<fr+rrxrr:rx:ee:
»»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION««
~ Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 3.90 d
GUTTER FLOWDEPTH(FEET) = 0.35 - SEti ~~xT PTti~E
BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOWBY BASIN WIDTH(FEET} = 11.70
>»>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 11.7
» »CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.9
1
USE W= i~ ~~o~t~ zNT~KG~P77oN OCCUt2S .
.
~
• **w!*Ri********f*************~*****ff~*R**Yf**/f****f************~*t********
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: O1/O1/99 License ID 1269
Analysis prepared by:
hIDS CONSULTING
17320 Redhill Avenue, Suite 350
Irvine, CA 92614
(949) 251-8821
----------------------------------'---------------------------------
TIME/DATE OF STUDY: 8: 6 1/27/2006
++~x~~,r+~:r~r,~w~:r~~~~~~:rx,r~ DESCRIPTION OF STUDY :«~~+xx~~~r+~x+r~~~~xx~x+x
* TRACT 33125 ~
* DEPTH OF FLOW (~ CB #4 .
* Q100 = 3.9 CFS >
•~.•.xx:t<xx+x~•+.x.•:t<:t~.xxx•:tfe:x...x+~:r~.~.+x..t~x~•~~xx.:.xt•sx~:r.<.~~+•
•,re++~+fr~~~~~~w~:r:t~+r~~:~+~x~~wxwxxx~:tf.~w~:rx+x~rrws.~a~«re+:,r<+~~+xzxx«::t+~xex
»»STREETFLOW MODEL INPUT INFORMATION« «
--------------- --------------- ----
CONSTANT STREET GRADE(FEET/FEET) = 0.009800
CONSTANT STREET FLOW(CFS) = 3.90
. AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAI,) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
__________________________________________________________________
STREET FLOW MODEL RESULTS:
-----'-------------- --------------------- - ----------
STREET FLOW DEPTH(FEET) = 0.35
- HALFSTREET FLOOD WIDTH(FEET 1L 50
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.65
PRODUCT OF DEPTH&VELOCITY = 0.92
1
•
~
. x~rx<f~f~~x:~xffzertft~~t~+~e+xf~f~~w~r++~~+x~~~~>~f~xxxxxx~>+~f~xr~~~~x~~~~
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: O1/O1/99 License ID 1269
Analyais prepared by:
NIDS CONSULTING
17320 Redhill Avenue, Suite 350
Irvine, CA 92614
(949) 251-8821
------------------ - - - ---------------'-- --- ----- - ----
TIME/DATE OF STUDY: 6:54 1/27/2006
:x+~~~~~~:~,r~~~,rx.~:rx+~x:• DESCRIPTION OF STUDY •x.a~~~+:r~~.~x~~~~xz~:~.xr
* TRACT 33125 ~
* CS #5 .
* Q100 = 0.3 CFS :.
:+f.xw.+t<f~r.~+t++..:..«.t+f+.x.«~.e...t~frr+<.x...~:e~......~.+e+.....,t+,t:t
«:tx~zex~xxxr.~wxa~~ax,e~:rx:a>~xteex~x~rr~xx~:r~~~~:t+r~,r~+x~+~x:rxrrxx+xx~~f::~zxx•
»»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«~<
• Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 0.30
GUTTER FLOWDEPTH(FEET) = 0.16 - S~ /UFjXT Pj4-~~
BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOWBY BASIN WIDTH(FEET) = 2.00
>»>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 2.0
» »CALCULATED ESTIMATED INTERCEPTION(CFS) = 0.3
1 US ~ r~J = 7' ~-~~-~ rN~r~fz.CEP~IoN oC~,r~R.S •
~
~
•- ++~xw~~~~~x**~~~~*x~r~+t*~f~~~«+~~xzx~xxxx+x::t:~+~~>~~~~~~~~~:~~e~xxx~xxt•
HYDRAULIC ELEMENTS - I PROGRAM PACICAGfi
(C) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: O1/O1/99 License ID 1269
Analysis prepared by:
MDS WNSULTING
17320 Redhill Avenue, Suite 350
Irvine, CA 92614
(949) 251-8621
-----------------"---------------------------------------------------
TIME/DATE OF STUDY: 8: 9 1/27/2006
~+~~~+w.~+~+,r.s~~x+x~.~~~~. DESCRIPTION OF STUDY x*>***x~~~~<xx~.r~~~x~x.~+
* TRACT 33125 x
* DEPTH OF FLOW @ CB #5 x
* Q100 = 0.3 CFS .
•wx:t.t:t+fr~f~f•~~xx.f:t+•x.:frt~:t.xx•<fx.•..f<ex•~~~~.x.~~+xf.~.~x~+~s~.•«>x+x~
~~~fr~+,t,t~>~~~r.~~+~~~~x~~~fr,tfr:t~x~~~f~+x,t+~~x~~x++fr:t~a~~~:t.tw:r<e~~~x~r:xr:~x+xx•
» »STREETFLOW MODEL INPUT INFORMATION«~<
------------------------------- - - - --------------------- - -
CONSTANT STREET GRADE(FEET/FEET) = 0.019800
CONSTANT STREET FLOW(CFS) = 0.30
• AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
-------_______________________________________________________________
STREET FLOW MODEL RESULTS:
- - -- - -'--------------- -------------------- - ----------
STREET FLOW DEPTH(FEET) = 0.16
HALFSTREET FLOOD WIDTH(FEET~ 2.00
AVERAGE FLOW VELOCZTY(FEET/SEC.) = 2.71
PRODUCT OF DEPTA&VELOCITY = 0.42
1
C I
~~
~
...~,.....,«...~.,.,~.,~~..,.~....,.~~~,~„ «~,~..,>,.,.x~~~.x,., «~~,.,...,~
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/O1/99 License ID 1269
Analysis prepared by:
hIDS WNSULTING
17320 Redhill Avenue, Suite 350
Zrvine, CA 92614
(949) 251-8821
•
----- -- - --------------- - -------------------- - ----------------- - --------
TIME/DATE OF STUDY: 7:35 1/27/2006
•a~r~~:te:r~~+~:«~~+~~~,t++~+ D&SCRIPTION OF STUDY •+~~+~:r:~:,tx+a:a:x:v.r::x+•
* TRACT 33125 >
* CB #6 ~
* Q100 = 3.1 CFS .
+x+~+~+.~~~.~~x~x.xx+x~xx.r~:t:+:..x«+~xx.:t~~::x.•~~+•+~~xx...~~+•:.«•:t~~
•~x~:t++:r,~~~~::~a+~e:~~~xfrt:twx~:ttfrt+~:r>:~f:fr«v.xx~r~~:rx+~~<,t+x,ta+~:t:t<::xx~xsexe.
»»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« «
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 3.10
GUTTER FLOWDEPTH(FEET) = 0.31 S'~ N~~CT P~~
BASZN LOCAL DEPRESSION(FEET) = 0.33
FLOWBY BASIN WIDTH(FEET) = 10.50
»»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTZON = 10.6
» »CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.1
~
1 vsE w= t~' ~ mr~~ ~rr~R-c~P'n~N OccU2s -
v~
~ ************f************i***1*t************if***f*}*********w****~*********
HYDRAUI,IC ELEMENTS - I PROGRAM PACICAGE
(C) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: O1/O1/99 License ID 1269
Analysis prepared by:
hIDS CONSULTING
17320 Redhill Avenue, Suite 350
Zrvine, CA 92614
(949) 251-8821
--- - ------ - ------- - -------------------------------- - - -
TIME/DATE OF STUDY: 8:37 1/27/2006
~:~:.~~w~~::r~.x+r~~~~~+:r~x DESCRIPTION OF STUDY ******z~ex+.~x~.+~.+~<+~.~
* TRACT 33125 •
* DEPTH OF FLOW ~ CB #6 <
• Q100 = 3.1 CFS +
~:t+f+fr~a.t~~~*x:t~.f:x:txfrx+.+ffrt~xxe.xx•f:t:w~.z..x.•+<f~~:.++~<...~~fr~•.:t::t<•
+~~a+~<ff~++~f:+~f.:r+~~~~~~:t+.rr+:r<a~~~~w,r+xx~~~:t+~~xexx~rx<r~:++~e.~+~~~r,~~~~a
» »STRESTFLOW MODEL INPUT INFORMATION« «
-------- ------'- ----- --------- ------ - - - ---------
CONSTANT STREET GRADE(FEET/FEET) = 0.017400
CONSTANT STREET FLOW(CFS) = 3.10
~ AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTfi(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
---------__________________________________________________________
STREET FLOW MODEL RESULTS:
--- -----'------------ --------- ------- - ---------
STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FLOOD WIDTH(FEET = 9.50
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95
PRODUCT OF DEPTH&VELOCITY = 0.90
1
~
~ M
•
~~..~>~,~,~,~~~,.....,...,<,.....,,.,~.,,~ .............~~„~,.~~~.~~«,~.~...
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/O1/99 License ID 1269
Analysis prepared by:
hIDS CONSULTING
17320 Redhill Avenue, Suite 350
Irvine, CA 92614
(949) 251-8821
~
------------------------------------- ----- -
TIME/DATE OF ST[7DY: 11:11 1/27/2006
-----------------------------------------------------------------------
~+~~+:~+~~+~~w~.+,r~+.:r~:,r:• DESCRIPTION OF STUDY «~+s.~~++~~w~~w~~~~>+x~a.x
" TRACT 33125 *
* CB #7 *
* Q100 = 1.4 CFS *
.xtx.xf.+:t~:t<rr~.rree.xxs~:..x.•.:.~•~w~.xk•~+.:t~~~x•fsxxw~~fee::+xx<x:+..:+.x
~~+.t~:t~:t~,t+,r~~+~~~~:~+~~+af~ft~+~+~~~+~++~+ff,r~++x~:r:r~<+~~x~,rxx+xx~rx:~xxxx:t:t
»»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATIONa«c
------------------------------------------------------------------
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 1.40 PC
GUTTER FLOWDEPTH(FEET) = 0.23 SE~ N~iXT P~G~V
BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOWBY BASIN WIDTH(FEET) = 6.50
»»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 6.6
» »CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.4
~
u
1 ~s~ w= ~' ~~r~~ Tnrr~.c~P~oN occv~-S .
~
• ******************iiR/fY*********~***********#**********f*****~*************
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: O1/O1/99 License ID 1269
Analysis prepared by:
MDS CONSULTING
17320 Redhill Avenue, Suite 350
Irvine, CA 92614
(949) 251-8821
---------------- - --------------- - ---------- ----'--------
TIME/DATE OF STUDY: 11:10 1/27/2006
•~ewe~w~ezzxx~xrx+~xx+~:t<:t DESCRIPTION OF STUDY :t+~~>w~<+~xx~~:r:+~~:t>x>~>:
* TRACT 33125 *
* DEPTH OF FLOW @ CB #7 ~
* Q100 = 1.4 CFS "
•~tr.«.:t•f.t+++.•f<+~t+•.~.~.+:x..::x:~xe.xxx~x:t:~:tx..r.:••:.::xxe~e+r:.:~+<•
>ex~+>~~.rwesre~wex~e~s.x<x:t<f~~f+fr:t~+++.~+<:r:r:rxa:~,ew~.t~w:t~~~~~~~xax+~~+x~xxvrx~t
»»STREETFLOW MODEL INPUT INFORMATION««
-------- - -------------'-------------- ------- - ----------------'
CONSTANT STREET GRADE(FEET/FEET) = 0.025800
CONSTANT STREET FLOW(CFS) = 1.40
• AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WZDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND TfiEN SPLITS
----------------------------------------------------------------------------
---------------------------------------------- -------
STREET FLOW MODEL RESULTS:
---------------------' -------
---------------
STREET FLOW DEPTI-I(FEET) = 0.23
HALFSTREET FLOOD WIDTH(FEE - 5.50
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11
PRODUCT OF DEPTH&VELOCITY = 0.70
~ ---------------------------------------------------------------------
----------------- ------------------------------------- ----------------
1
.
~\
/
r
~
1
A endix D
pp
100 YEAR HYDRAULIC CALCULATIONS
WATER SURFACE PROFILE CALCULATIONS
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PLANNERS ENGINEFRS SURVEYORS
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REFERENCES
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