HomeMy WebLinkAboutCT 81-19; MARY Y MONTANAS UNIT; DRAINAGE STUDY; 1989-05-26r---------~~-------------------------------------------___ _ ____________________ --... _~ __ •• -*<_ .~___ -____ • __ • _____ ~___ "'_. _. _____ • 9_-_. ___ ~ .. ~ ___ ~._
... -~-=--:-.--':.!:.-~~.!; ...... ~~.-;:..--------.-.~ -------.-~ ... -_.--' • --------,"* .-_. _.-. l~~'~~~~~
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DRAINAGE STUDY
FOR
C. T 8/-/9
MAR POINTE
CT 81-19
Prepared by:
RICK ENGINEERING COMPANY
365 South Rancho Santa Fe Road, Suite 100
San Marcos, California 92069
May 26, 1989 ~
Job Number 10687
BarryC. Bend r R.C.E. 28448
RECE'VED
JUN 7 '989
CITY OF CARLSBAD
DEVELOP. PROC. SERVo ':lIV.
___ ~_~.~_~~T~_.~,~ __________ ~ __ ~~.~-~~~,~--_~.~~=-~~~-~.,~----'.~---~-~' ~~~ ____ ~-~-~-~-~.-~=--~. __________ ~_ 1'--:-----:-.. --:--··· -.-...... ------.-.--::::::----:~---::-... ---. ":.-:----'~'-'---------. ---.... '-----'---._--:-.---.------=------.. --.. ----.----.--.-
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TABLE OF CONTENTS
section
INTRODUCTION . . . . . . . . . . . . . _. . . . . . . '.
DRAINAGE CRITERIA AND METHODOLOGY . . . . . . . . . .
EXPLANATION OF THE RATIONAL METHOD COMPUTER PROGRAM
RATIONAL METHOD COMPUTER OUTPUT . . . . . . . . . . .
DRAINAGE STUDY MAPS . . . . . . . . . . . . . . .
"-------------------":'
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I INTRODUCTION
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~ .~.---.-----~--.-~-.,.--.. -----------?"--'.-~-'-. -.... ~--:..---------.----.. ;._-..... -".
.~-,---~,-----"'---~ !
-.~---" --•. -.... I 1-------· ----:---:-=.-. :----. -.~-~-' .---.-:". ~-.-.:~.:
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INTRODUCTION
Mar Pointe is a condominium project located in the city of Carlsbad
on Lot 1 of Carlsbad Tract 81-19.
The existing site consists of a gently sloping pad that was graded
per Drawing No. 239-9A.·
The drainage system is a private storm drain system t;hat ties into
an existing storm drain at the intersection Of EI tamino R~~l and
Chestnut Avenue.
.-.-.....=--.~ ...... __ ~~ __ :;'_ '.'. --;.~ ......... _~ .. :.-..... ~_ ~;:.:~'$"e~ ..... c;. -"" -...;;"'";;. -:=--,"':
t~~~;~~;~-~~~2;:o-.~:.cc:~~.··-~~~~"';-i~~';_~~e~~~-'C·.~~.,,:;,:'-~fi~
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DRAINAGE CRITERIA
AND METHODOLOGY
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·_----------.. -------------------_. --------------------.----------.-.----.;:-;:: --=-....--::. :";'":;.;......:~-;;-':""~ ~:;::;:----~ -'--------~---
,--~.---
__ --~~~~~-'~2~3:.=..:_-~~~~:.;-:::-"~';;~:,~_._.:->:-.:S·_=::....:.~~-=~~~?-; -;..-:-.:;:~ ~=. ~
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DRAINAGE CRITERIA AND METHODOLOGY
Design storm:
Land Use:
Soil Type:
Runoff Coefficients:
Rainfall Intensity:
lOO-year storm
Condominiums
Soil type based on the IISCS Soil Survey
for San Diego County. II Hydrologic Soil
Group IIDII was used for this analysis.
IICII val~e based on thellSan Diego Flood
Control Manual. II
Based on criteria presented in the IISan .
. Diego Flood Control Manual. II
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EXPLANATION OF THE RATIONAL
METHOD COMPUTER PROGRAM
-----,,:;:;-;::;.-';.,:.----_ .. ---.. -.:...----........:..--'---.---:..-----------------~--..;:,.
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EXPLANATION OF THE RATIONAL METHOD PROGRAM AND CODES
The rational method program is a computer aided design program
where the user develops a node link model of the watershed.
The node link model is created by developing independent node link
models of each interior watershed and linking these sub-moctels
together at confluence points.
The program has the capability of performing calculations for eight
hydrologic and hydraulic processes. These processes a~e assigned
code numbers which appear in the printed output. The code numbers
and their meanings are as follows:
CODE 1: Confluence analysis at a node
CODE 2: Initial subarea analysis
I CODE 3: Pipe flow travel time (computer estimated pipe size)
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CODE 4: Pipe flow travel time (user specif~ed pipe size)
CODE 5: Trapezoidal channel travel time
CODE 6: Street flow analysis through suba+ea
CODE 7: User specified information at a node
I CODE 8: Addition of subarea runoff to main line
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• -_~.-_::..>.:.-:~ ... ,;..;:.,;)..-tr • ..............: .-~",. __ ,. ~~""'-';''':i!''"V~",,,,,,,._-_.~ .... ~-___ . ___ -._.."...·~ __ ~~~~~~ ... ~-l ---~~~_","-__ ,-__ ... __ "'~. _
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.----~------
RATIONAL METHOD
COMPUTER OUTPUT
. . _ -----~ ____ .. ----_.r-'----
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---"--~----.-".-----..
• _ ...... _ ........ ' ........ ".' -....... ..,.~,'< -......"..".~-= ?..$_';"-J--'~.':'-__ -_::_~._ ... ;;:--.. ____ .~. _ .• ~~-_ ... __ ..... ""'_ ... ...:0_ .:_~~ • ...;. ~_ _ ,,----~ ...... "-.-
RA-H-eN-AL-ME-"ffteH-+lY-BRB-!::B6¥--&OMP l:JTER P R8BR-AM-Pfret<-ftGF+-[------'c....------
. Reference": SAN TIIEGO--COUNTYFLODD ·CONTRDL-UTSTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-88 Advanced Engineering Software (aes)
Ver. 4.1A Release Date: 1/09/89 Serial # 3020
Analysis prepared by:
Rick Engineering COMpany
Water Resources Division
5620 Friars Road, San Diego, CA 92110
(619) 291-0707
************************** DESCRIPTION OF STUDY **********************"lHf-**-
* MAR POINTE DRAINAGE, LOT 1, C.T. 81 -19 *
* MAY 19, 1989 t
* IN 10687 MARPT *
**************************************************************************
FILE NAME: MARPT.DAT
T)ME/DATE OF STUDY: 0: 8 3/;~
USER SPECIFIED HYDROLOGY AND ~YDRAUCIC MODEL INFORMATION:
-----~-------------------------------------------------------~---~-------~-~
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR} = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = Z.500
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6,00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL} TO USE FOR FRICTION SLOPE -.95
SAN DIEGO HYDROLOGY MANUAL "CO-VALUES USED
* * * * "* "* * * * * * * * * * * * * * * * * * * * * * * * * J* * * * * * * * * * * * *-* * * * 1* * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 103.00 TO NODE 200.00 IS COPE = 2
~------------------------------------------------------~----------------~~--
»»)RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
==========================================================================~=
SOIL CLASs1FICATION IS "0" •
MULTI-UNITS DEVELOPMENT RUNOFF CO~FFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET} 30.00
UPSTREAM ELEVATION = 308.10
DOWNSTREAM ELEVATION = 307.80
ELEVATION DIFFERENCE = .30
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 3.918
TIME OF CONCENTRATION ASSUMED AS 5-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587
SUBAREA RUNOFF(CFS) = .23
TOTAL AREA(ACRES) = .05 TOTAL RUNOFF(CFS) .23
**************************************************************************** --. FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 8
-----------------~-----------------------------------------~-------~-~------
r--------------------------------------,-.,:~ --..:..;....:;..~--,~~.----.---
--:I~~~~~~~~~~~1~~~~~r_$;~~~~~~~-~;~~~~~;~ .. ~~~~~~~;~~~~~~;;~~~~~;-:~~~_:~~;2--.
----,----------. --,-,.--! .. 0:0--Y-6AR-RAINFAb..h--.IN.T-ENSI+4'~.J-NCH/..W)UR->-.-=--S-. ..58.:(--------,...--~ -~--."::::-:~-:.-----., .~_ _ _--
--'------G-iSOft etA5SIFICAH--etr-t-~JJ -------~ -'~---------~---I 1---t1UlT1 -UN 1IS "b~VElbPM-E-NT-RUNOFF C"OEFFTC'I ENT .7000 "-
SUBAREA AREA(ACRES) .16 SUBAREA RUNOFFCCFS) .74
TOTAL AREACACRES) .21 TOTAL RUNOFF(CFS) = I TC(MIN) = 5.00
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***********************************************.****************************
FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 3
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
============================================================================
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 5.1
UPSTREAM NODE ELEVATION = 304.40
DOWNSTREAM NODE ELEVATION = 299.80
FLbWLENGTH(FEET) = 290.00 MANNINGS N .011
ESTIMATED PIPE DIAMETER(INCH} 9.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) .97
TRAVEL TIMECMIN.) = .94 TC(MIN.) 5.94
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****************************************************************************
FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
========================================~==============================~====
CONFLUENGE VALUES USED FOR INDEPENDENT STREAM 1 ARE~
TIME OF CONCENTRATION(MINUTES) = 5.94
RAINFALL INTENSITY (INCH ./HOUR) = 5.89
TOTAL STREAM AREA (ACRES) = .21
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .97
**************~*************************************************************
FLOW PROCESS FROM NODE 104.00 TO NODE 201.00 IS CODE = 2
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
============================================================================
SOIL CLASSIFICATION IS "0"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .,000
INITIAL SUBAREA FLOW-LENGTH(FEET) 150.00
UPSTREAM ELEVATION = 311.00
DOWNSTREA~ ELEVATION = 308.70
ELEVATION DIFFERENCE = . 2.30
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 8.083
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.832
SUBAREA RUNOFF(CFS) .44
TOTAL AREACACRES) = .13 TOTAL RUNOFFCCFS) .44
**************************.*****************~***.******.********************
FLOW PROCESS FROM NODE 201. 00 TO NODE 201.00 IS CODE = 1
-----------------------------------------~--------------------~-------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««(
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.' ",!=F~~-.~-------~---, -. --:-,---,~.;;;,.--:,...-;;-.. ---.--"-,~ -----~ .--~:-.... -;;:~-----. ___ __ ___ .~._v ... ~ ~_.~ _ _ ~I~ :~:-.~~~;~~i~~riifui~6~~d:~~~iD;~~~~~i~b~~~;;~~~~~;;~;;~=-::;_;~i-;;~~~;;.~;;~;~~~~-;.~~;::.~,.:-:,· :"~.' I
... ~>·-,·~··_-__ -TTM&:" OF"·CONCENT-RA·r.J·ON~ MINUTES.)";;·-· . -.. 8.~.0B. '.' . .... _ .. "---.' . -:._ . -.... . .' . -. I
------AA-tNP(\LL INf-EN-S1..::r-¥4-fNBR7!+lBt:JR-1:....;~·t!8~3------· --.--'----......,.....::.----~----I: ~g~!--~-~-:.~~~ .. ~~~~~~~~~~-~ \'~ -CONFL~~NCE =
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CONFLUENCE INFORMATION:
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS ) (MIN.) <INCH/HOUR)
-----------------~-----~--------------------------------------~-------------
1
2
.97
.44
5.94
8.08
5.894
4.832
RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS
VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS:
1. 33 1. 23
COMPUTED OONFLUENCE ESTIMATES ARE AS FOLLOWS:
RUNOFF(CFS) = 1.33 TIME(MINUTES) 5.941
TOTAL AREA(ACRES) .34
****************************************************************************
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 8
-------~----------~--------------------------------------------~---------~--
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
====================================================~============?=====~====
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.894
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) .19 SUBAREA RUNOFF(CFS) = .78
TOTAL AREA(ACRES) .53 TOTAL RUNQFF(CFS) 2.11
TC(MIN) = 5.94
****************************************************************************
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE;; 3
----------------------------------------------------------------------------
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON~PRESSUREFlOW)««<
=;======================================================~===============-=====
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC. ) = 7.5
UPSTREAM NOD~ EL~VATION = 299.80
DOWNSTREAM NODE ELEVATION = 295.50 ..
FLOWLENGTH(FEET) = 165.00 MANNINGS N = . 011
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 2.11
TRAVEL TIME(MIN. ) = .37 TC( MIN. ) 6.31
****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 8
----------------------------------------------------~--------~--------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
==========================================================================~=
100 YEAR RAINFALL INTENSITY(INCHfHOUR) = 5.670
SOIL CLASSIFICATION IS "D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = .26 SUBAREA RUNOPF(CFS)·-1.03
~---------~~~----~.--.-. __ • * .-,---'-. ,--"."-~--~-----_:c::w:::,.. ---.":'~-:':'~ ~ ~-o---~ " -~ ..... -"" ..... , .
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---" .. --. ---------." ... --.::-.:------=::..:..-~--~--~.:--..:.......----=..:..::....~
FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE =
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
=======~============================~======~=~==============================
DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 8.2
UPSTREAM NODE ELEVATION = 295.50
DOWNSTREAM NODE ELEVATION = 288.60
FLOWLENGTH(FEET) = 250.00 MANNINGS N .011
ESTIMATED PIPE DIAMETER(INCH) 9.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) 3.14
TRAVEL TH1E( MIN. ) = .51 TC( MIN. ) 6 ... 82
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**************.**********~**********************.*************.**-**********
FLOW PROCESS FROM NODE 203.00 TO NODE 205.00 IS CODE = 8
-------------------------------------------------------------------~-------~
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
================================================================~====?======
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.393
SOIL CLASSIFICATION IS ~D"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) .25 SUBAREA RUNOFF(CFS) .94
TOTAL AREA(ACRES) 1.04 TOTAL RUNOFF(CFS) = 4.09
TC(MIN) 6.82
* ** * * *** ******* * *-*** **** ** * ****** *** *** ************-*** ** * * * * ** **** * ** *******
FLOW PROCESS FROM NODE 203.00 TO NODE 205.00 IS CODE = 3
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
============================================================================
DEPtH OF FLOW IN 12.0 INCH PIPE IS 7.2 INCHES
PIPEFLOW VELOC1TY(FEET/SEC. ) = .8.4
UPSTREAM NODE ELEVATION = 288.60
DOWNSTREAM NODE ELEVATION = 284.80
FLOWLENGTH(FEET) = 170.00 MANNINGS N = .011
ESTIMATED PIPE DIAMETER(INCH) 12.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS> = 4.09
TRAVEL TIME( MIN.) = .34 TC( MIN. ) 7 . .16
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 2
--------~----------------------------------~----------------------------~---
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
============='==================================~============================
SOIL CLASSIFICATION IS "0"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) 50.00
UPSTREAM ELEVATION = 308.00
DOWNSTREAM ELEVATION = 307.50
ELEVATION DIFFERENCE .50
4
'""==......-,... ,,_.'-----'.,' -.. ' . ---~~~!~5*~1~~;~~;r~~~~~=,,~~~~~§~~~~''C:' I"" '~.-"'--,., __ JOIAL_ fJIlEa,Ltl-CRES). = --"-,_ ... 05. -'--;-'tOJt\L: I3UNOfFU~E~,L-::=~. __ , -' -,.--' ?it_ .. -~ .. ,~-.~ .. , " , .'.' . . .
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****** ••• * ••• ******.***** •• * •••• *.***.** •• * •• **.*******************.*******.
FLOW PROCESS FROM NODE 111 .00 TO NOPE 112.00 IS CODE = 9
»»>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA««<
=============================================~~=============================
UPSTREAM NODE ELEVATION = 307.50
DOWNSTREAM NODE ELEVATION = 296.00
CHANNEL LENGTH THRU SUBAREA1FEET) = 270.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) .170
PAVEMENT LIP(FEET) = .013 MANNINGS N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) .02000
MAXIMUM DEPTH(FEET) = .80
NOTE:TAAVELTIME ESTIMATES BASED ON NORMAL
DEPTH EQUAL TO [GUTTER-HIKE + PAVEMENT LIP]
NOTE:TRAVELTIME ESTIMATES BASED ON NORMAL
DEPTH EQUAL TO [GUTTER-HIKE + PAVEMENT LIP]
100 YEAR RAINFALL INTENSITV(INCH/HOUR) -5.771
SOIL CLASSIFICATION IS "0"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC)
AVERAGE FLOWDEPTH(FEET) = .18 FLOODWIDTH1FEET) =
"V" GUTTER FLOW TRAV~L TIME(MIN) = 1.04 TC(MIN) =
SUBAREA AREA(ACRES) = .45 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = .50 TOTAL RWNOFF(CFS)
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = .21 FLOODWIDTH(FEET) = 3.00
FLOW VELOCITY(FEET/SEC.) = 4.84 DEPTH*VELOCITY =
4 7? .;; ...
3.00
6.14
1.82
2.05
1.03
*****.**********************~***************************** ••• ** •• ** ••• ** ••••
FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE =. 1
---------------------------------------------------------------~~-----------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
============================================================================
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MINUTES) = 6.14
RAINFALL INTENSITY (INCH./HOUR) = 5.77
TOTAL STREAM AREA (ACRES) = .50
TOTAL STREAM RUNO~F(CFS) AT CONFLUENCE = 2.05
•• *.**.*****.********** •• **** •• ***.*.***** •• ****** ••• *.*****.* •• **.*** •• ****
FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 2
------------------------------------------------------------------------~---
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
=~========~=======================================================~~===9=~==
SOIL CLASSIFICATION IS "0"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) 30.00
UPSTREAM ELEVATION = 304.00
DOWNSTREAM ELEVATION 303.30
ELEVATION DIFFERENCE .70
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****************************************************************************
FLOW PROCESS FROM NODE 121.00 TO NODE 112.00 IS CODE = 9
--~---------------------------------------------~-------------~---------~----
»»>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA««<
======================================c===========================~========~
UPSTREAM NODE ELEVATION = 303.30
DOWNSTREAM NODE ELEVATION = 296.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00
"V" GUTTER WIDTH(FEET) =. 3.00 GUTTER HIKE(FEET)
PAVEMENT LIP(FEET) = .013 MANNINGS N = .0150
PAVEMENT CROSSFALLCDECIMAL NOTATION) = .02000
MAXIMUM DEPTH(FEET) = .80
100 YEAR RAINFALL INTENSITYCINCH/HOUR) 4.631
SOIL CLASSIFICATION IS "0"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC)
AVERAGE FLOWDEPTH(FEET) = .27 FLOODWIDTH(FEET)
"V· GUTTER FLOW TRAVEL TIME(MIN) 3.63 TC(MIN)
SUBAREA AREA(ACRES) ~ 1.41 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 1.46 TOTAL RUNOFF(CFS)
END OF SUBAREA ·V· GUTTER HYBRAULICS:
DEPTH(FEET) = .33 FLOODWIDTH(FEET) = 17.46
FLOW VELOCITY(FEET/SEC.) = 2.71 DEPTH*VELOCITY
.170
2.75
11. 68
8.63
4.57
4.80
.89
****************************************************************************
FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1
---------~---~----~------~----------------------~------------------~--------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
===========================================================~=~==============
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MINUTES) = 8.63
RAINFALL INTENSITY (INCH./HOUR) = 4.63
TOTAL STREAM AREA (ACRES) = 1.46
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.80
CONFLUENCE INFORMATION:
STREAM RUNOFF TIME INTENSITY
NUMBER (CF$ ) (MIN.) (INCH/HOUR)
-----~-----------~--~-------~-------------------------------------~---------
1
2
2.05
4.80
6.14
8.63
5.771
4.631
RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS
VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS:
5.90 6.44
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
RUNOFF(CFS) = 6.44 TIME(MINUTES) 8.634
TOTAL AREA(ACRES) = 1.96
****************************************************************************
'1'-'-"~-'--=--f~?:~PE~~~~:~OJ1~N~g~':: :-:} I\:~"0' :~,~~~~UE~~~;!5i~~2~~~Q~;_~1,.:;~~;~~~;:~~~_~=,~~:~~::f.'~~:::-
-',-'-~"-"""" "'7Y77>tOMPl:l'TE-'PTPEFt'OW TR11'VEt'TTME -l'HRU-SUB-AREA'< < ('<-< -_ .. -_. -,_c. --"'~-'--..• ~ . -" -~"--
----;.---'j~) .>'f?iJsTI\IG--cCfffptrrETFEsnifr:rrED~TPFSTrE-TNDW-:-PRE'S-SUR-rFCOWK< <-:( <-I ,' -~---, .. --~~ -'''--~" .. ..:.;-. """,,-,~',---~.-"'. -',,-, ", --. -.. .-.. _--------,-' -, -.. ,'~ --..
==================~=================~==~===============================~====
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC. ) = 13.2
I UPSTREAM NODE ELEVATION = 291.40
DOWNSTREAM NODE ELEVATION = 285.60
FLOWLENGTH(FEET) = 75.00 MANNINGS N .013
I ESTIMATED PIPE DIAMETER(INCH) 12.00
PIPEFLOW THRU SUBAREA(CFS) 6.44
NUMBER OF PIPES 1
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TRAVEL TIME( MIN. ) = .09 TC( MIN.) -8.73
****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1
-----------------------------~-------------~-------~------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
============================================================================
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MINUTES) = 8.73
RAINFALL INTENSITY (INCH./HOUR) = 4.60
TOTAL STREAM AREA (ACRES) = 1.96
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 6.44
********************~*******************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 2
-----------------------~-------------------------~--------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
=======================================~====================================
SOIL CLASSIFICATION IS "0"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) 40.00
UPSTREAM ELEVATION = 295.30
DOWNSTREAM ELEVATION = 294.90
ELEVATION DIFFERENCE = .40
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 4.543
TIME OF CONCENTRATION ASSUMED AS 5-MINUTES
100 YEAR RAINFALL INTENSITY(INtH/HOUR) = 6.587
SUBAREA RUNOFF(CFS) .23
TOTAL AREA(ACRES) = .05 TOTAL RUNOFF(CFS) .23
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 204.00 IS CODE = 8
------------------------------------~----------------------------~----------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
============================================~===============================
100 YEAR RAINFALL INTENSIfY(INCH/HOUR) = 6.587
SOIL CLASSIFICATION IS "0"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) = .13 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) .18 TOTAL RUNOFF(CFS) =
TC(MIN) = 5.00
.60
.83
******.***********************************.*********************************
FLOW PROCESS FROM NODE 101.00 TO NODE 204.00 IS CODE = 3
7
-->-----~---........ ~~-~-:-. -... .;.~~~~ :=:--::..~-~::-=-::;-.z
1;-~~-~~:~~~f1Ror;;~F~QJL1;'~~~ui~~~,~_~B'V~;~~A;~~~~~~~:-~=~-~;-~-~_-~~~~~~~,=~?--~:~--~::~~:~-,,~~~~-~~~~!
,~~_._ .. _., ___ }X0_>.u.sl.NG_ -CDt1PUIER:--!;ST Uj8IED. .. P IPE.S1 ZE( N.o]\J;:-PRESSURE .FL.obJ) s: <-f-..i .. L,~.,.-_-___ ... _ _. :
----..... ---~-.;.,..-:---------- -, ---.-.--.=;.:::::;,;:::::;.~~~~;;:;;,,;:;.,:::.=::::...=.;::..:;:;;;~.=,;;:;...:::;;:;;::~~:::..;:;:::::;.=-==. -....... -..:..-... ------~ -.• ~-~-. ~I I ~i~~·~~~~~' ~~~~;~~~('~-~E~;~~g~/~PE--~~;-c4 ;-S 'INCHES ,-----~ '--,' --, .
UPSTREAM N.oDE ELEVATI.oN =, 287.60
I D.oWNSTREAM N.oDE ELEVATION = 285.60
FL.oWLENGTH(FEET) = 100.00 MANNINGS N .011
NUMBER .oF PIP!:S
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ESTIMATED PIPE DIAMETER(INCH) 6.00 1
PIPEFL.oW THRU SUBAREA(CFS) .83
TRAVEL TIME( MIN.) = .32 TC( MIN. ) 5.32
*************************************.*****************.********************
FL.oW PR.oCESS FR.oM N.oDE 204.00 T.o N.oDE 204.00 IS C.oPE = 1
-----------------------------------------------~----~-----~-----------------
»»>DESIGNATE INDEPENDENT STREAM F.oR C.oNFLUENCE««<
»»>AND C.oMPUTE VARI.oUS CONFLUENCED STREAM VALUES««<
===============~============================================================
C.oNFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MINUTES) = 5.32
RAINFALL INTENSITY (INCH./H.oUR) = 6.33
T.oTAL STREAM AREA (ACRES) = .18
T.oTAL STREAM RUN.oFF(CFS) AT C.oNFLUENCE = .83
C.oNFLUENCE INFORMATION:
STREAM RUN.oFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/H.oUR)
1
2
6 . .44
.83
8.73
5.32
4.598
6.332
RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED F.oR 2
VARIOUS CONFLUENCED RUN.oFF VALUES ARE AS FOLLOWS:
7.05 5.51
COMPUTED C.oNFLUENCE ESTIMATES ARE AS F.oLL.oWS:
RUNOFF(CFS) = 7.05 TIME(MINUTES) = 8.729
TOTAL AREA{ACRES) = 2.14
STREAMS
**************************************.************.*****.*****************.
FL.oW PR.oCESS FR.oM N.oDE 204.00 TON.oDE 205.00 IS CODE = 3
----------------------------------------------------~---~-------------------
»»>C.oMPUTE prPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING C.oMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW>««<
===========~================================================================
DEPTH .oF FL.oW IN 15.0 INCH PIPE IS 10.1 INCHES.
PIPEFL.oW VEL.oCITY(FEET/SEC. ) = 8.0
UPSTREAM N.oDE ELEVATION = 285.60
D.oWNSTREAM N.oDE ELEVATI.oN = 284.80
FL.oWLENGTH(FEET) = 40.00 MANNINGS N .013
ESTIMATED PIPE DIAMETER(INCH) 15.00 NUMBER OF PIPES 1
PIPEFL.oW THRU SUBAREA(CFS) 7.05
TRAVEL TIME( MIN.) = .08 TC( MIN.) = 8.81
*******************************-*********.************************.*******.*
FL.oW PROCESS FR.oM N.oDE 205.00 T.o NODE 205.0~ IS CODE = 1
-----------------~-----~----------------------------------------~-----------
. ~.: -.-~ ............ , --'''~ ... -.~--.--.,.-~ ----"':'-.. _'
, -------·~···-:·~·ttfNJ=LUl::NCS-:'~V:ALUES -U'SEDFOR r NDEPENDENT STREAM -r "ARE"":'" .. --.. -" .. --•. ---'
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~} IME __ Of _", CONCENIRA T I.O,N (M1NuTES)' = _ 8. 81 ~-. -.~~--------. ---------..... *
RAINFALL INTENSITY (INCH./HOUR) = 4.57
TOTAL STREAM ARE~ (ACRES) = 2.14
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 7.05
*************************************.*************************************~
FLOW PROCESS FROM NODE 203.00 TO NODE 205.00 IS CODE = 7
-----------------------------------------------------------------~----------
»»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< . ============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 7.16 RAIN INTENSITY(INCHJHOUR) = 5.23
TOTAL AREA(ACRES) = 1.04 TOTAL RUNOFF(CFS) = 4.09
****************************************************************************
FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
============================================================================
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MINUTES) = 7.16
RAINFALL INTENSITY (INCH./HOUR) = 5.23
TOTAL STREAM AREA (ACRES) = 1.04
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.09'
CONFLUENCE INFORMATION:
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS ) (MIN.) (INCH/HOUR)
-----------------------------------------~---~--------------------~---------
1
2
7.05
4.09
8.81
7.16
4.570
5.225
RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS
VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS:
10.62 10.25
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
RUNOFF{CFS) = 10.62 TIME(MINUTES) = 8.811
TOTAL AREA{ACRES) = 3.18
****************************************************************************
FLOW PROCESS FROM NODE 150.00 TO NODE 250.00 IS CODE = 2
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
===================================================~========================
SOIL CLASSIFICATION IS "0"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH{FEET) 30.00
UPSTREAM ELEVATION = 301.00
DOWNSTREAM ELEVATION = 300.70
ELEVATION DIFFERENCE = .30
URBAN SUBAREA DVERLAND TIME OF FLOW(MINUTES) 3.918
TIME OF CONCENTRATION ASSUMED AS 5-MINUTES
100 YEAR RAINFALL INTENSITY(INGH/HOUR) = 6.587
q
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, ' -... ---~--~ ~~-... ---_. --~ -.~ -
·46
-.-. -. ----"" --.-"-." -
. __ ."_-=--_,_...;c...::;. ~ • __ ' _ . __ -~ ___ ~ __ "-___ . __ -__ ... _. _ . r ___ • ___ • _* ___ • ____ • ____ • • _. .~
*********~**********************~*~***************************w*************
FLOW PROCESS FROM NODE 250.00 TO NODE 251. 00 IS CODE = 8
------------------------------------------------------------~~-~--~---------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
============================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587
SOIL CLASSIFICATION IS ~Dn
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
SUBAREA AREA(ACRES) .27 SUBAREA RUNOFF(CFS) 1.24
TOTAL AREA(ACRES) .37 TOTAL RUNOFF(CFS) = 1.71
TC(MIN) = 5.00
****************************************************-******.*****'**********
FLOW PROCESS FROM NODE 250.00 TO NODE 251.00 IS CODE = 3
--------------------------~------------------------------------~------~----~
»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESrZE (NON-PRESSUR~ FLOW)««<
============================================================================
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.6
UPSTREAM NODE ELEVATION = 296.30
DOWNSTREAM NODE ELEVATION = 290.70
FLOWLENGTH(FEET) = 180.00 MANNINGS N .011
ESTIMATED PIPE DIAMETER(INCH) 9.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) 1.71
TRAVEL TIME(MIN. ) = .39 TC(MIN.) 5.39
* * ** * * ** **~***** ***** ** *** * ** ** ********~** ******* ** * ** ***** * ** * ** ******* * *****
FLOW PROCESS FROM NODE 251.00 TO NODE 251.00 IS CODE = 1
-------------------------------------------------------~---~-~~-----------~-
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< '
================================================================~===========
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MINUTES) = 5.39
RAINFALL INTENSITY (INCH./HOUR) = 6.27
TQTAL STREAM AREA (ACRES) = .37
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.71
*********************************************************************~******
FLOW PROCESS FROM NODE 260.00 TO NODE 261.00 IS CODE = 2
---------------------------------~---------------------~--------------------
»»>RATIONAL M~THOD INIT~AL SUBAREA ANALYSIS««<
============================================================================
SOIL CLASSIFICATION IS "0"
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000
INITIAL SUBAREA FLOW-LENGTH(FEET) 50.00
UPSTREAM ELEVATION = 295.10
DOWNSTREAM ELEVATION = 294.60
ELEVATION DIFFERENCE = .~0
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 5.096
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.506
SUBAREA RUNO~F(CFS) .36
TOTAL AREA(ACRES) = .08 TOTAL RUNOFF(CFS) .36
11)
~_-_. --:-:-~~~~:,~,!::_ ... ~".->-W""=--=""'_~~ __ :-. ___ ~_4_~_"~" __ "'_~"" , .... ~. -~ ~ ;-
__ w ____ .... __ :::
.. -1_ ~-~=-.--:~:~---~:~ -:-'-';~~:~~;~'-.;"; .. >;-i~:;~~~--;~~-~.~~: ... :... --:--~~------. ---. : .. : .::-•• _____ :--v,:-_ ..• ~
.************ •• *****.**~~*****************.*****.*.**************************
I
I
'---'---R::et;;F-PReCESS FRElf1-t;tt3fJ-~·8i-;-0~-T'6-NBBE~5-1-.-00-+S--&813E-=-'~:.3-~~--~"":--------
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»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««<
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
========================-========-====-=====================~===============
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 3.4
UPSTREAM NODE ELEVATION = 290.90
DOWNSTREAM NODE ELEVATION = 290.70
FLOWLENGTH(FEET) = 20.00 MANNINGS N .011
ESTIMATED PIPE DIAMETER(INCH) = 6.00 N\jMBER OF PI.PES
PIPEFLOW THRU SUBAREA(CFS) .36
TRAVEL TIME(MIN.) = .10 TC(MIN.) 5.19
1
***************.***********************************~.***********************
FLOW PROCESS FROM NODE 251.00 TO NODE 251.~0 IS CODE = 1
-----------------.;..--------~------------------------.-------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
======================================================================~=====
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MINUTES) = 5.19
RAINFALL INTENSITY (INCH./HOUR) = 6;43
TOTAL STREAM AREA (ACRES) = .08
TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .36
CONFLUENCE INFORMATIQN~
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
--------------------------------------------------------------------~~--~---
1
2
1. 71
.36
5.39
5.19
6.274
6.427
RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS
VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS:
2.06 2.03
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
RUNOFF(CFS) = 2.06 TIME(MINUTES) = 5.392
TOTAL AREA(ACRES) = .45
==~=================================================~=======================
END OF RATlONAL METHOD ANALYSIS
11
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-,,,, ---. -~---.--~---P . ________ .' ______ -.. ____ -__
Date x!>-:30-A <-7
Job No. 106 R 7
'Q-.-4/-! /O~·· -/1 ..... _ .. ~_
Page No.
;:.,-.. ;~~ .. -. --1'-;:':'::' '-, ·---r-·------. '''.'' . . ....... -------_ .. ---... --.--.~-.-.... . .
. c<:Q:;;::?_:?_. --:.::J.LL..c7F~--" ....... --_.---------.;.----.--#--.-----.~---"
'"
·:-::~.:::~~"":!:;-~.:::;~-:::;.~ ... ~-... ~-~::------:':::-=-----::--~-:""-----,-. -:--~-". ~ "-, I ;-~ -:~----~~,--,~."~---.:~~:~;~~:?~~ :,-~~-;.~~~~~~~~-~:~~~~~~:~:::~--~-: ---::: ---~~ -:-~-.-----~--=~~:~--~ .-
----------."~~--------.. -. ""--.--.
--------~---,-----------------------.. ---I • -----~ --+-~ -.:-... -
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I PIPE HYDRAULICS
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----.------" --" -~---" ----"----"----~-.-.--"~--------,----I
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1
1
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********'***************'***************************************.***********
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-88 Advanced Engineering Software (aes)
Ver. 2.7A Release Date: 6/25/88 Serial # 2350
Analysis prepared by:
TIME/DATE OF STUDY: 0: 6 3/26/1986
======================~==================================~=================~
************************** DESCRIPTION OF STUDY **************************
* NODE 205 TO NODE 302 *
*
* *
********************************************************.*******.*********
****************************************************************************
»»PIPEFLOW HYDRAULIC INPUT INFORMATION««
PIPE DIAMETER(FEET) = 1.500
PIPE SLOPE(FEET/FEET) = .3157
PIPEFLOW(CFS) = 10.62
MANNTNGS FRICTION FACTOR = .013000
=================================================~==========================
CRITICAL-DEPTH FLOW INFORMATION:
--------------------------------------------------~-------------------------
CRITICAL DEPTH(FEET) = 1.25
CRITICAL FLOW AREA(SQUARE FEET) = 1.575
CRITICAL FLOW TOP-WIDTH(FEET) = 1.116
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) =" 195.38
CRITICAL FLOW VELOCITY(FEET/SEC.) = 6.743
CRITICAL FLOW VELOCITY HEAD(FEET) = .71
CRITICAL FLOW HYDRAULIC DEPTH(FEET) 1.41
CRITICAL FLOW SPECIFIC ENERGY(FEET) 1.96
================================================~=========:=================
NORMAL-DEPTH FLOW INFORMATION:
--------------------------------------------------------~-------------------
NORMAL DEPTH(FEET) = .43
FLOW AREA(SQUARE FEET) = .42
FLOW TOP-WIDTH(FEET) = 1.357
FLOW PRESSURE + MOMENTUM(POUNDS)
FLOW VELOCITY<FEET/SEC. )
FLOW VELOCITY HEAD(FEET) =
HYDRAULIC DEPTH(FEET} = .31
FROUDE NUMBER = 8.021
SPECIFIC ENERGY(FEET) =
25.307
9.945
10.38
525.52
.**.***.************.***** DESCRIPTION OF STUDY ***********.**************
* NODE 251 TO NODE 300 *
* *
* * **************************************************************************
-•• :---___ ~ __ ~_..:...... _______ o _ _'_ ____ ~ •• __ ~ ______ ~ ___ .,._. __ • ___ •• __ •• 0"
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****************************************************************************
»»PIPEFLOW HYDRAULIC INPUT INFORMATION««
-------------------~-----------------------------------------------------~--
PIPE DIAMETER(FEET) = 1.500
PIPE SLOPE(FEET/FEET) = .~900
PIPEFLOW(CFS) = 2.06
MANNINGS FRICTION FACTOR = .013000
======================================================~================~====
CRITICAL-DEPTH FLOW INFORMATION:
CRITICAL DEPTH(FEET) = .54
CRITICAL FLOW AREA(SQUARE FEET) = .575
CRITICAL FLOW TOP-WIDTH(FEET) = 1.441
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 22.40
CR1TICAL FLOW VELOCITY(FEET/SEC.) = 3.584
CRITICAL FLOW VELOCITY HEAO(FEET) = .20
CRITICAL FLOW HYDRAULIC DEPTH(FEET) .40
CRfTICAL FLOW SPECIFIC ENERGY(FEET) .74
=====================================================~======================
NORMAL-DEPTH FLOW INFORMATION:
NORMAL DEPTH(FEET) = .18
FLOW AREA(SQUARE FEET) = .12
FLOW TOP-WIDTH(FEET) = .980
FLOW PRESSURE + MOMENTUM(POUNDS) 67.79
FLOW VELOCITY(FEET/SEC. ) 16.837
FLOW VELOCITY HEAO(FEET) = 4.402
HYDRAULIC OEPTH(PEET) = .12
FROUDE NUMBER = 8.398
SPECIFIC ENERGY(FEET) = 4.58
==========================================~=========================~=======
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. ___ -....l-,-_--_--.'--_;_'_' :::.-=-:::.------____ -=-~ ___ .. _:... ______ ,_-_____ ...:...~----::..:------
••••••• *********~**************************************.********************
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-88 Advanced Engineering Software (aes)
Ver. 2.7A Release Date: 6/25/88 Serial # 2350
Analysis prepared by:
TIME/DATE OF STUDY: 0:21 3126/1986
=~==========================================================================
**.***.***.**.** ••• ** ••••• DESCRIPTION OF STUDY **.***********************
* NODE 302 TO 300 * • *
* *
**************************************************************************
************************************************************************* •• *
»»PIPEFLOW HYDRAULIC INPUT INFORMATION««
--~---------------------------------------------------~--~-----------------~
PIPE DIAMETER(FEET) = 1.500
PIPE SLOPE(FEET/FEET) = .0136
PIPEFLOW(CFS) = 17.59
MANNINGS FRICTION FACTOR = .013000
=============================================================~=~============
CRITICAL-DEPTH FLOW INFORMATION:
CRITICAL DEPTH(FEET) = 1.45
CRITICAL FLOW AREA(SQUARE FEET) = 1.747
CRITICAL FLOW TOP-WIDTH(FEET) = .555
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) =
CRITICAL PLOW VELOCITY(FEET/SEC.) = 10.067
CRITICAL FLOW VELOCITY HEAD(FEET) =
CRITlCAL FLOW HYDRAULIC DEPTH(FEET)
CRITICAL FLOW SPECIFIC ENERGY(FEET)
==>NORMAL PIPEFLOW IS PRESSURE FLOW
1.57
3.15
3.02
420.00
*****************.*****.** DESCRIPTION OF STUDY **************.**.*******.
• NODE 300 TO DOWN SREAM • • *
* *
*.********.*** •••• ****.***********************4****.**********************
**** ••• *** •• ** •• **** •• **.** •• *****************.********.**.******.******** ••
»»PIPEFLOW HYDRAULIC INPUT INFORMATION««
-----------------~-----------------------------~--~-------------------------
PIPE DIAMETER(FEET) = 1.500
PIPE SLOPE(FEET/FEET) = .0484
PIPEFLOW{CFS) = 19.65
MANNINGS FRICTION FACTOR = .013000
=====================================================~======================
CRITICAL-DEPTH FLOW INFORMATION:
_ ~-...-'~.=--:~~':~:_?o"~-:?,~:-~::~:-_":~::--:~-:. ---=-_.:.: ~~_.:.. __ : ~,-~'--:-: -.. -.~. --:;;'--'---~--"-~-".--~-----,-",-,"::-.----.-----.. ----"'--... _---.--, ~ . -. -'I· ~.', ~,~~~~;;~~;~-~~ . :-;::-~: ~~~~~;.:':'~~,~~~:~,:~~~~: .~','=-~~:~~~-. . '.
-------. --.~-... .,-----.-..:: -----------' .---~-
1 CRITICAL o'EP'TH( FEET) = 1. 47
CRITICAL FLOW AREA(SQUARE FEET) = 1.757
CRITICAL FLOW TOP-W1DTH(FEET) = .452
CRITICAL FLD.W PRESSURE + MOt1ENTUM( POUNDS) = 1 CRITICAL FLOW VELOCITY(FEET/SEC.) = 11.186
CRITICAL FLOW VELOCITY HEAD(FEET) =
CRITICAL FLOW HYDRAULIC DEPTH(FEET)
CRITICAL FLOW SPECIFIC ENERGY(FEET)
3.89
504.87
1. 94
3.41 1
1
============================================================================
1
1
1
1
1
1
1
1
1
1
1
1
1
I
NORMAL-DEPTH FLOW INFORMATION:
----------------------------~-------~-----------------------------~-~--~----
NORMAL DEPTH(FEET) = 1.06
FLOW AREA(SQUARE FEET) = 1.34
FLOW TOP-WIDTH(FEET) = 1.363
FLOW PRESSURE + MOMENTUM(POUNDS)
FLOW VELOCITY(FEET/SEC. )
FLOW VELOCITY HEAD(FEET) =
HYDRAULIC DEPTH(FEET) = .98
FROUDE NUMBER = 2.611
SPECIFIC ENERGY(FEET) =
14.680
3.346
4.41
598.26
============================================================================
-. --=------. ~.---------.., .. . --------------......-_ ..... ----.--------~------
. --------.-~ -----------------'-":
.-------------.=:.:.::::.::..~.-_ .. --'-" ---.--..... -.. --.----~::::.-.: :--------------_::.._-=--_. __ ._-_ ... _----:-----.
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****************************************************************************
PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION)
(c) Copyright 1982-88 Advanced Engineering Software (aes)
Ver. 3.M Release Date:12/27/88 Serial # 3113
An~lysis prepared ~y:
RICK ENGINEERING COMPANY
5620 Frairs Road
San Diego, Ca 92110
(619) 291-0707
************************** DESCRIPTION OF STUDY **************************
* HGL FOR EXISTING PIPE ALONG EL CAMINO REAL *
*
* **************************************************************************
FILE NAME: MPPIPES.DAT
TIME/DATE OF STUDY: 0:58 3/26/1986
*
*
=================================~=============.======--==-=================
NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST
GONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA
DESIGN MANUALS.
DOWNSTREAM PRESSURE PIPE FLOW
NODE NUMBER = 300.10
PIPE DIAMETER(lNCH) = 18.00
ASSUMED DOWNSTREAM CONTROL HGL
CONTROL DATA:
FLOWLINE ELEVATION
PIPE FLOW(CFS) =
268.910
267.85
19.65
============================================================================
SOFFIT CONTROL ASSUMED AT BEGINNING OF PIPE SYSTEM
NODE 300.10: HGL= < 269.350);EGL= < 271.270);FLOWLINE= < 267.850)
=========~==============================================~===================
PRESSURE FLOW PROCESS FROM NODE 300.10 TO NODE 300.20 IS CODE = 5
UPSTREAM NODE 300.20 ELEVATION = 267.85
-------------------------------------------------------------------~--~-----
CALCULATE PRESSURE FLOW JUNCTION LOSSES:
NO. DISCr.lARGE DIAMETER AREA VELOCITY DELTA
1 17.6 18.00 1.767 9,954 .000
2 19.6 18.00 1.767 11. 120
3 2.1 18.00 1.767 1.166 90.000
4 .0 .00 .000 .000 .000
5 .0==·Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)-
Q4*V4*COS(DELTA4»)/«Al+A2)*16.!)
UPSTREAM MANNINGS N = .01300
DOWNSTREAM MANNINGS N .01300
UPSTREAM FRICTION SLOPE = .02804
DOWNSTREAM FRICTION SLOPE = .03499
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .03152
HV
1.539
1.920
--" .-.
o-_______ -lJlJ1\[CTTD1\n: __ ENGTl1rt=~~I)-~--~~--4:00--"---FRI-Cr-Yol,r-Coss' ~--.126-~ --~ ~ --~ --II -ENTRANCE LOSSES = .000
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JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES)
JUNCTION LOSSES .763+ 1.539-1.920+( .126)+( .000) = .508
NODE 300.20: HGL= < 270.239>;EGL= < 271.777>;FLOWLINE= < 267.850>
=========================~==============~===================================
PRESSURE FLOW PROCESS FROM NODE 300.20 TO NODE 302.10 IS CODE = 1
UPSTREAM NODE 302.10 ELEVATION = 268.15
------------------------------------------~--------------------~------------
CALCULATE PRESSURE FLOW FRICTION LOSSES~LACFCD):
PIPE FLOW = 17.59 CFS PIPE DIAMETER 18.00 INCHES
PIPE LENGTH = 254.56 FEET MANNINGS N = .01300
SF=(Q/K)**2 = « 17.59)/( 105.043»**2 = .0280411
HF=L*SF = ( 254.56)*( .0280411) = 7.138
NODE 302.10: HGL= < 277.377>;EGL= < 278.916);FLDWLINE= < 268.150>
=========================================================================~==
PRESSURE FLOW PROCESS FROM NODE 302.10 TO NODE 302.20 is COCE = 5
UPSTREAM NODE 302.20 ELEVATION = 271.35
CALCULATE PRESSURE FLOW JUNCTION LOSSES:
NO. DISCHARGE DIAMETER AREA VELOCITY DELTA
1 7.0 18.00 1.767 3.944 30.000
2 17.6 18.00 1.767 9.954
3 10.6 18.00 1.767 6.015 90.000
4-.0 .00 .000 .000 .000
5 .0===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2-Q1~V1*COS(DELTA1)-Q3*V3*COS(DELTA3)
Q4*V4tCOS(DELTA4»/«Al+A2)*16.1)
UPSTREAM MANNINGS N = .01300
DOWNSTREAM MANNINGS N = .01300
UPSTREAM FRICTION SLOPE = .00440
DOWNSTREAM FRICTION SLOPE = .02804
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMES AS .01622
JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = .085
ENTRANCE LOSSES .000
HV
.242
1.539
JUNCTION LOSSES = DY+HVI-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES)
JUNCTION LOSSES = 2.659+ .242-1.539+( .065)+( .000) = 1.427
NODE 302.20: HGL= < 280.101>iEGL= < 280.342);FLOWLINE= < 271.350)
====================================~====~=====~======================~=====
END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM
~ ,-. --~ -~--."-'--' --~"'-'----~ ---~-----.--------------._-----------------.. -:... __ .--_. __ .. :..._._....: __ . __ :..._._--..
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G
J.N. 10687
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