HomeMy WebLinkAboutTract Map 3334 Lot 7 & 9 Hydrology Rpt
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Prepared Under the Supervision of
John W. Canty
RCE 17550 Exp. Date 6/30/93
J.F. DAVIDSON ASSOCIATES, INC.
27349 Jefferson Avenue, Suite 115
Temecula, CA 92590
(714) 671i-771 0
October 1991
HYDROLOGY REPORT
LOT NO'S. 7 AND 9
TRACT 3334
FOR
ADVANCED CARDIOVASCULAR SYSTEMS
PROJECT NO. 91-12173
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE OF CONTENTS
Introduction
Project location
Purpose
Methods of Analysis
Existing Conditions
Proposed Development
Hydrology Results
Pipe Capacity Results
Hydrology Conclusions
Appendix A Hydrologic Figures
Appendix B Peak Flow Rates (Existing Conditions)
Appendix C Peak Flow Rates (Proposed Conditions)
Appendix D Existing 100 Scale Hydrology Map
Appendix E Proposed 100 Scale Hydrology Maps
Appendix F Pipe Capacity Calculations
Appendix G Hydraulic Calculation
Page
1
1
1
1
3
4
4
4
7
8
13
69
102
104
106
172
\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
INTRODUCTION:
J.F. Davidson Associates, Inc. has been retained by Advanced Cardiovascular
Systems, Inc. to provide a Surface Hydrology Report for Lots 7 and 9 of Tract 3334.
This report is based upon a Mass Grading Pian prepared by J.F. Davidson
AssocIates, Inc., dated June 1991.
The subject site is approximately 44 acres of abandoned dairies. The proposed
Improvements at this time are limited to demolition of all existing structures (by others)
and mass grading the site.
PROJECT LOCATlON:
Lots 7 and 9 of Tract 3334 are located between Ynez Road and Margarita Road
(North General Keamy Road) and north of Solana Way in the City of Temecula. The
subject site is on the northwest corner of Solana Way and Margarita Road (North
General Keamy Road), (see Figure 1).
PURPOSE:
The purpose of this study is to determine the impacts (if any) from the mass grading
of the site as it relates to the existing area storm drain systems. This study will also
determine the sizes and flow characteristics of any proposed on-site drainage
facilities.
METHOD OF ANALYSIS:
SURFACE HYDROLOGY AND METHOD OF ANALYSIS
The Hydrology Study was performed in accordance with the current Riverside County
Flood Control and Water Conservation District Hydrology Manual, published In April,
1978. This study is the basis for the design of the drainage systems within the
proposed development. Peak storm flows were determined using the computer
software program developed by Advanced Engineering Software (AES), based on the
Rational Method of Hydrology. The AES program uses a nodal system to define
stream routing (In valley gutter, pipes, or natural streams) and sub-area
characteristics, i.e. acres, land use, and soil types.
Soli Group Maps and Intensity Duration Curves are located in Appendix A. Peak "ow
rates for 10- Year and 100-year Frequency Storm events are included in Appendix B.
- 1 -
-z...
I
~
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
I
~
-<-
~
uo
."1-
"'t
T-7S
R-3W
5-35,36
VICINllY MAP
NOT TO SCALE
i
--
~-- .....-
==-= = .... F. Davld.on A..oela...., Inc.
== = = ENGINEERING PLANNING SURVEYING
J:= -- ~ ARCHITECTURE LANDSCAPE AACHITECTURE "
27349 JelllIIllOf1, Suwe 115. P.O. Box 340
Rencho CeIWomia, CA 92390
(714) 676-n10 FAX 714-699-1981
FIG. I 3
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
EXISTlNG CONDIT10NS:
This project site is located entirely within the Temecula Valley Sub-Water Shed and is
southeast of the confluence of Santa Gertrudis and Murrieta Creeks. The Temecula
Valley Sub-Water Shed is a Master Planned Basin within the Murrieta Creek Area
Drainage Plan, Riverside County Flood Control and Water Conservation District
(R.C.F.C. & W.C.D.), 1986. This project Is not within any 100-Year flood zones (see
Appendix A).
The project consists of mainly barren dirt with asphalt-concrete and concrete
pavements.
Elevations within the subject property range from a height of about 11 00j; feet along
the eastern property boundary adjacent to Margarita Road, to a low of about 1050j;
feet in the extreme northwest corner adjacent to Ynez Road. Site drainage is by
sheet flow to the northwest toward the westerly trending stream channel. The subject
property has been roughly divided into two dairies: the Visser Dairy to the south, and
the old Van Der Feer Dairy to the north. Currently neither dairies are operating.
Past Improvements within the southern portion of the subject property included three
vacant residences and a barn/dairy facility with adjacent corrals and/or pens for
livestock and small animals. Improvements included a large canopy-covered hay and
grain storage facility, six waste water storage lagoons, animal feeding sheds or
shelters, and equipment storage areas. Minor amounts of dumping, such as
construction debris and vegetation trimmings were noted at various locations
throughout the parcel.
Improvements to the northern portion of the parcel Included a vacant residence
immediately adjacent to the abandoned dairy facilities. The facilities present within
this area are a barn/dairy structure, grain storage area, three covered corraVfeeding
areas, a large uncovered corral, a water separating unit, and an equipment shed.
Furthermore, the property contains the remnants of two mobile home sites in the
approximately northeast comer of the property.
This project lies between two major drainage courses. These are shown as blueline
streams on U.S. Geological Survey Maps. There is an unnamed dry wash northwest
of Lot 7 of Tract 3334 along the property boundary. This wash conveys over 1250
cfs per "Drainage Study for Rancho California Commerce Center General Plan
Amendment" by Robert Bein, William Frost Associates, April 1989. The area tributary
to this wash is nearly 1650 acres, including the northerly 25j; acres of the subject
project. The balance of the storm water generated on-site trends to the south through
and to existing drainage structures under Ynez Road near Solana Way built by Parcel
Map 23354.
The area due east across Margarita Road does not contribute any storm waters to
either Lot 7 or Lot 9. The storm run-off is conveyed in or along Margarita Road or to
both drainage courses (see Figure No.2).
-3-
'"
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
PROPOSED DEVELOPMENT:
The only proposed work on Lots 7 and 9 Is the demolition of all existing buildings and
appurtenances and mass grading of the site. This demolition is by a separate plan.
Once the demolition is complete, the project site will be mass graded. The mass
grading will include provisions for collection and conveyance of all on-site flows.
HYDROLOGY RESULTS:
The results of the study are summarized In Table No.1, quantitatively in Appendices
Band C, and graphically represented on the hydrology maps, Appendices D and E.
Indicated on these maps are the general flow direction, flow rates In cubic feet per
second (cfs) of the 10-Year and 100-Year Frequency Storm water run-off.
The site will experience an Increase of about 12 cfs during a 10-Year Frequency
Storm due to the proposed site improvements. This is a 20.7% increase. During a
100-Year event, the Increase is approximately 9 cfs or 10%.
PIPE CAPACITY RESULTS
The existing 24" RCP Line "A", per Parcel Map 23354 (see Appendix F), has an
ultimate capacity of 41.1 cfs for a 100- Year Frequency Storm. J.F. Davidson
Associates, Inc.'s analysis of the 100-Year event generates 39.7 cfs. This is a small
difference (approximately 4%). Due to the extremely high hydraulic grade line at the
junction of Line "A", and the existing 54-inch Reinforced Concrete Pipe (RCP) in Ynez
Road near Solana Way, the 24-lnch RCP is flowing full near Station 10+50.00. The
normal depth of flow ranges between 1.58 feet to 0.71 feet between Station 10+50.00
and the extreme upstream inlet, near existing Drainage Basin "D", on Lot 9 of Tract
3334 (see Appendix F).
Line "C"a 24" RCP, per PM 23354(see Appendix F), conveys nearly 39 cfs for a 100-
Year Frequency Storm. The J.F. Davidson Associates, Inc.'s analysis shows that
42.6 cfs is conveyed through the existing system, with a normal depth of flow ranging
between full and 1.015 feet. An Increase of nearly 8%. This increase Is due to the
difference J.F. Davidson Associates, Inc.'s analysis of Lot 9 of Tract 3334 and Tomac
Engineering Analysis (see Appendix F).
Proposed Basin "G" generates approximately 13 cfs during a 100-Year Frequency
Storm. Currently there is an existing 18" cmp under Solana Way that drains the
existing Drainage Basin E. This pipe is Inadequate, and Is partially blocked by
organic material. It is proposed to install a 36-inch RCP across Solana Way to safely
convey the storm water run-off. This line is proposed to connect into an existing
junction structure near an outlet of a 78-inch RCP. This 78-inch RCP is per Storm
Drain Improvement Plans, Solana Way Parcel Map 21219. The proposed 36-inch
RCP will have an ultimate capacity of nearly 65 cfs. This capacity will handle any
flows generated by any type of development for Lot No.9 of Tract 3334 (see
Appendix "F").
.->
-4-
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE NO.1
1o.VEAR
EXISTING CONDITIONS
1o.VEAR
PROPOSED CONDITIONS
BASIN
NO.
A
B.
C.
D.
E.
F.
G.
LOT NO.7
(CFS)
LOT NO.9
(CFS)
LOT NO.7
(CFS)
LOT NO.9
(CFS)
23.61
4.13
13.2
22.6
10.37
7.83
10.86
11.85
12.56
8.36
SUBTOTAL 27.74
29.06
35.80
32.n
TOTAL
56.80 CFS
68.57 CFS
20.7% INCREASE
_____=_-===_==========______=_=KC==================================_=e=
100-VEAR 100-VEAR
EXISTING CONDITIONS PROPOSED CONDITIONS
BASIN LOT NO.7 LOT NO.9 LOT NO.7 LOT NO.9
NO. (CFS) (CFS) (CFS) (CFS)
A. 38.03 19.3
B. 6.47 32.8
C. 16.51
D. 12.73
E. 17.28 17.37
F. 18.52
G. 12.28
SUBTOTAL 44.50 46.52 52.10 48.17
TOTAL 91.02 CFS 100.27 CFS
10.16% INCREASE
-5-
~
11-'
\\ I\J
"-
\-
\ \ r---
" ~ " r----
~~/" -
\ '
-:1)
-..l'::: '--""\\,l:::i '::, ',o/\TH ~.~ Tl':)N;..L
.......' ~..J..' _,_~
-----. ,r -/ (,-, ; ,"; i-":....=,i: \
...:-'--'.........: ,:; .-,- '. - ",,\ ,-" --
'-!..\P
PHOTO MAP
~r"'oared bv lIH~ RIVERSIDE COU"lTY FLOOD CQN7::;OL AND WATER
.....ON...ERVATlO~~ OISTR\Ci n...s ""ao was comotled by dl!;l'tal lerqm
:":-'0~t.Q11J m""hodS COr"'IO'",S ~,~ 1~1~,;.,..)lat<!d :'0r.l ~S' grid SO.1Cmg 01
~'~'/<'ll<ons Im;j-G~S ol 001'''':(5 rl'JI '11 ';l'O\l"a I",~",I mow :c": j',>Olace<j HOrlZ,'Jn-
'-~I survey Gala ~no 'COO' 9'''.:1 ar", t)a:,"~ on In", C.'lIII'J~""'! CQordlfl<lle S1~:e""
:':n,? VI '.''!':'cai O.'lI.1'S :;-.1$2<1 r,r. :".. I.:;' n'lllor..H '_'C",~"'C S\I'\lI''1' S1~'''''''
JSC~G::; O"I<:! .J; ;,_~'_'I(.'G'_":Jn.... ?=:~
--
-- --
-- --
----
-- --
-- --
-- --
--
,
.J. F. Oavidson Associates, Inc.
ENGINE~RING PLANNING SURVEYING
ARCHI":-"S'CTURE LANDSCAPE ARCHITECTURE
27349 JeHerson, Suite 115, PO. Box 340. Rancho California CA 92390
(714\ 6'.6-7710 FAX 714-699-1981
seA L E 1: 2400
,
200
~QO 600
.00
1000,fEET
~
:.=-><a
1S.s1II!III'
-
CON lOUR INTERVAL 4 F ~ET
DATUM IS MEAN SEA LEVEL
------- ,- ---'
-I SECT ON 36
I I
l T -. ,- R "\V
f " . ..:J! ,
- 'J i
/ '\
--
I
1:'1~'2.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
HYDROLOGY CONCLUSIONS:
The increase in the storm water run-off caused by the mass grading of Lots No.7 and 9
during a 100-Year event Is about 10%. There Is adequate capacity in the existing storm
drains installed by Parcel Map 23354. However, the existing 18' CMP near Solana Way is
old and inadequate. It is proposed to replace the 18-inch CMP with a 36-inch RCP. This will
provide enough drainage capacity to drain Lot 7 at ultimate build out.
The 'Unnamed Dry Wash' is ultimately to become a Reinforced Concrete Box Culvert (RCB)
with a capacity of 1250 cfs (per Robert Bein, William Frost Associates, April 1989). The
study by Robert Bein, William Frost Associates has taken into account the ultimate build out
of Lot 7. This ultimate build out generates 86 cfs during a 10Q-Year event. This figure is
approximately 32 cfs greater than the mass graded site. Therefore, the mass grading of Lot
No.s 7 and 9 of Tract has negligible impact on the surrounding area or storm system. The
flow from the 'Unnamed Dry Wash' does not impact Lot No.'s 7 and 9.
-7 -
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
APPENDIX A
HYDROLOGIC FIGURES
- 8 -
C\
I
I,
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1 . LEGENO
,~ - SOLS GROUP 80UNOARY
I A son..s GROUP DESIGNATION
RCFCaWCD
I HYDROLOGY MANUAL
~
HYDROLOGIC SOILS GROUP MAP
FOR
WRRIETA
\b
- -
- - -
o
FEET
5000
PLATE C-1.52 Fllj ~
I
I
0::
::>
0
:J:
0::
W
a..
U')
w
:J:
(,)
Z
-
I
>-
I- ,
U')
z
w
I-
Z > ~ 10_"''''0' CCIII_OO Cl'O'ONlI'l C!~lI'I..aCl
o. _.01\10".0 "'1"'l_OCl C1"Clt\t~ ""1\1"'.00
- CC U O~ .... . .... . ....c.o""'... I"'lN_C1Cl' Cl'C,.,...'O .tI1f'''''''''' "CI'III_'"
....- Z -> If!......1'''l1'''l P'I"'I"'lI"'ll\l .... . .... . .... . .... . "'___0
:oZ ~ I\"'''\II\IN Nt\lNN_ ----- ----- .... .
U~ :0 -----
~O " 0
...J Z~ ~ ~ ItIN......O ..,...",...., G>N.c_.a '"
"'- ~ OC ..._co'"""" _,,","'0'. 0''"'0'''''' ""
~.... ~ -~ .... . ""N_CO' ee......"" "'1tI..",1"'l NNt\I__ O,.,...t\lC ._""'I"'l .
...J . > .... . .... . .... . _0000'-= ec.........
, u '''H"lNNN '\Il'lolNN_ ----- ----- .... . ..:.:" . .... .
-----
~ ,
CO z
~% 0"" '"
"'u -'" ~
_z ~~ .,..0....,0- O_NI"'l'"
Z ~C .:0 Vt.o...ccp- 10,,",., OOC ....
----- ----- ON".oC C"'OIl'lO
..." ~% I\/N N 1\"', f"l1"'l1"'l1"'ll"'l WI 1011\101/1 '"
:0 :0- ""'Il"III'I~ OO......cc
<{ 0:.. 00:
0::
.
RCFC a WCD STANDARD
HYDROLOGY wJANUAL INTENSITY - DURATION
CURVES DATA
~
PLATE 0-4.1 (4 of 6) flit .q
1
I
I
I
I
I
I
1
I
I
I
I
I
I
,
I
,
-
I
"~l'I.I.J..J\\"'~'(I~'~J/) .'J!o "'\l, "" I,' '>.J._
. ''''" ',' ,';' '. ,<. -'I. I", \'" ,).;;,. "
~\ \~\,',- . )';(~:' ~~ 1~~~;~I~J~1nJ. i11,:~'~~1{;'r.~, ,'~ " ~>k(:' ~"2:;:';1'~~~'''''' ) \,
"~(I~))\) ~ .It\Y~\'' \ ~\\"-I'"~\~41'f(.'-'\Y'''y9''1 '\)\1,.-", :')~\\\a).."" ""
- ,-(,:')/,:' . i ", L.\.'~: '1 '" r 1/ ,k~' "I' "\'''''7,/ " :' "",'-"',':<"1;, "" : ,
\/(~\':.'1'"\-\) \ "t1,J{'. I, " ,,,,,-'....~ " . "".:"~'" ' , ," . , /' \'" \, . '. '" ,',
"\-l.'A I' . J " , " , _ ", II'" \'1' .r"
' ,1..,1 '1-,'" " ',i "\ I 'I , '.<' " "', " ',', ",' '," " "~
Jm";-i"':~t,~;,\'Y,',~,t I~',:j~\\,;", .', i('~\:KJ'I"" .,(" I,';;' ,\ ,'... ';." ,',:)! '"
,....,"I~'j""(--~/'I..'''('I" "1'.< ""'" ""'^-7 '.'
I}'>( "'f;.""~",,,.., VI"' (, ""'\' ""1 .~ , . ,',"'\ ,'Co " '
....-."."'11(.'..' ""''-1' "'\ ""'>;1, ,\.Yt.- ". "vc, ,
)~~,,';q~:~;J1(~7.~i1;~':"'-:'i:t' 1,<" \/,"'1' ,f~):- ':" \';, :~ '\::/ /:{ , ':,L/"~() ': \'
((\).\.",,~,(",,~)ll',';- ~"'~,lr:)\, '(",,' ',", 'j. ,', 1.(",
",\..h<,,~.. Oh I\l''.~' 'I. ., '<'J' ',,', ',. o. / r/,
" , ~'\. ".. '- . ,,' , " , I" ,
~~(\\ ",'5"q.,,,,,,, '".. "'<', I'. ,,,,,,,,.,,1,, , ,,' '/" '.'" '('~
,.,'<;;,."'",/,.".."..,....,.,,. ""'. ..,~
'~ln'- L ,-\......:. (,~ \;,> _ yo' \ I' ,~h I q,l) i,~),I '1''1;,) '" ,/~" ':', ' ", \ ,
.. ~.. ~ c." ,.." ,,, ""'. . . " '. .
,',,', 1.';Y1t:i '?V '~I \ " \ ! I' ,', ",v.. I I ~/ . 'I, ,'I, .-~\
n'''\' ",' (,"" ,< "I" C' ,'I " ""7'~"" / " "" , , I~,
r: II'\.. ,'I' 1\ 1~..j,lf'\\\ 1 \ (, '~-'...I I., '''\1'' /~ ", 'I',' i' ; ,
' .~.. ""~.,, ',. . ~ ,,' . '., . . ..,
'L.\::,(~;;..n~ .,; h /,' '... ~ "';t'. . - '\'l: t' " " , " I. 21 lit , '. ~
~", '. '" ". '" , ''', ~~, , ..
r,.:~'tIf,':.J'-:"J"\,!,.11 ':'I')\ij'iV '~'(>.i~) .. / I,:, ',1 " I", -"~, ~,. I
::";~'~15"""-',,,(,,, . ''''Wi' . 'C. /.. '.. ',' . . ',_ ",
" "., C" H' . <' ," . 'C I A, ;," '.. ~,. ". . '". .
11,""'\ l\ I It., ':\":" " ,,*,, ':^"")' U ' ,,_t~, '" ' " " I " \ 0.' rfl \ .)\-
.~, - '... ,. '" ,~ . , . , . '" . '. '.
,\\\,,~~t:~r_l't, rr.~~~ ~"5't!-'l"1',\,, \ ',I I,," I,' ',I ',"':,', ',,, ,
"',r "">(~Je~""."",o.',:-.> (" J' " 'IV' \' " ""\' .'"
"'r"(r'~~l 'fu,1 ::~':."-.~~;~;';:'t~~1 ~) ~ ;'; < '~)J"\ ,I, 'V~\ t,)
, " '. ,>n' rr.-:;: ''-'' , _' ~ " , $: ( ,
""'-c'>-""", "', ,,( ~.' "M ..; ,'. " '. " ., , ",..,
'~-"",' n. e'"., "., """ ,.' '. ','
' ,. . '~~"1\' .::;,.i~p; "' 1 .. .... . ~,~<, ';Id,. 'c '.(, .,.1;', ;'. ( \, f'
'" d, .., ".... ...~ <</" '. _. .
'1'1'''\ ,.~~{~i~~~~%t,.:'~ ,,; tll'~ ,;,',' '''', , ",,'j'f";~~~l!l"!, . I ',;{ ,S" ....
" , , """ ^ 'h ,f~ ,,, ^.. '." '" ,. ,',.,' . <<" .. . ..
~;!ll1 l~i~}Z\~!/~/:/' ',iL,l(i~JI ",),'3, ; "): .', ~.. I [',110 'I ( ..,;j~J'~:'::..", .~_ 1:_, '/...1.',' ..,.,1:: }':'.
.. "; '''''';C "c""". '... ." " . ,<... "c<.. " .,., .. . C' .
I' ill" ,\ !,II":?,;.if)' , ,\',f':}I' ,~, ;(; -.. ~;~~. . '~" 'V',Jo~ '~'I "[/" "~"~I " ',I I,
. ,.... " '.' ., . . " , . ",.". ., .
'\ 1", " I'~'''' . 'u, "" " . , . <.. .,' .11 . .. , .. .' ",
\ '\: I f;;'1f ~ I' ,\\'., ,\. ,'rl' ",\, .', ' , , , "~ 'f "".\ , , ' ': ,,_
1.,.~~I.~.o,..c::' \, ,'\oj./" f",JI. ~J" >,,". \.' "',' '" , \ 11f1~,:<..,:, """ll, ,~ ",II \ I. '
" " . ., ''''. "', .. . ''''. .
~~~'r-;'" "'i ^/( ).~~( >,., ,'~ J, 1! ----." ,'Y ~r ",!!D, ""', *i.."" '~'I' " ','", ""_~~
' f't-'" M 'f' """e')" 0 t~'1" "~' -3, /'\ "'\!' '"., \. 1"1 "',
',,, ,. , / t' -.' ",' , ''''', \ '\ "l- _~ I 1\' I, 'I II "f'
\. "I" "/'" ,r. - .""" " " I' '."" 'J\I \' \ (','(' "~I 1\ I "
' . "" '. .". .' ". ,,' .', - ,.... . ".. , ..,. - '., , ..y '. " . . .c, .
'\\'~'-:5 /',~ '1-1.11:),,1"" ,7 "'~" -;(rn(/) ,;;\,"", Y'oI" I". ,',.. '/',
\I.;,~., 1110 n. ""/'f,li"'I'\:::r-- ". ,,' "/,Oc"'.'._'<'+;.~,lr.-"-.".,,~ "J' 1
"'1/; '" -~" ~ "~"'c,."'" '~"l. ,r '., . '. ""'- crn " , I ~\" \ 1',1(., . __. , I
' r I, -" , +-"'n), '" '. , " "~"', . ", , \ 'I . . . ,
'-?o'-. " ",. "~",,,,: ,~,',".":,,., ","":'1" m'" , \", '\'[',., ",', ',,~,
~. / . ' l'" (, ..\-' -- ...Jrm. M "";,\1" ,I ; '" ,,"I, ," ',I " \1. Z I 'I ' \'\' \ '.. ", ]
~'~,/h__n"""~ - ;.p\, I 'z:"" I" .' l \',1" ,I \ '0,< f.l, "}"',_",-,"). "11__
.... , ,. .". ",." , , , . . ". < .. h." . ..., . ,
' .'" '.' '., ".. ".' - ". . ., """"" . .
. f(! fffl' ''\'''., ~l ,.... I!' . .' ". ~ '1, ~,I, Il ." . '~"" '. .".
"~' ^~,-' ,I,,' ,\ 11'( \ ',', ,'-- '" "".-v h,il' "I,"", (\'1", ,f,t '" > I'\,.
..... .'rl'! ~ ~ ):'~", , -n --- 'V"'l' \'~ ''''111..1''1~ 1 ;"-(rT1rn~v" -',,- l~'" I (;; ..;, ;9'.....'1., . "-
". . ... '. ~ .. . .. '..., . ',. , , . .. .
"-"'" ..., "',., ~ · ( ',,,.,, ,,>.,. ..11" ;U . '_"="'" "'" ,~..
"');""""" "A~'''''\~VJ' 1:\,'\.(\ \(~ (>II" f'l,l-";~'~, :"'t \\>\'_U":~'\"""'" ''','''''''' t?~(/)', ,101'.;, "~""~'~\/\"" ,,Je',I' 'I"" "
' .', 1 " !:.I't;. .~'-'?'" f ".,y, J. \', '\(.'... 'v { I'U'''II...1/ [~~l.'''\'- i'\:. }" ,
'" ,., ", c,"'~" )1.' I,",,, ,),K'. 11'\' ""'[ '/:"~'JJ.\.\ pi 'v "~,'I .~\O. "" (\\'1, l'\:' tv',':"" " ,
"'"'., t c''''''L''l~.c:., " l ~",-" '/""'&;"1' ".' 'I' ,.1' "'''. I fTl' I,.', I ,) ,
I \';::'('I~~' 1~~' y;'~ ~/\\ \ (~~l"l!t', lDl~\~\\I! /~lll";i'j'.j~~ )~j~I" )fl " Odl~I~'~. ~I \... \S" ' _,1.("'0.) I
' '\' "-'" \\... , '\" , ] ", \', , , , )" ~, , .', , , .
'. . \~~ ."'i; .""" '1J .'~\~' I'~ '\r,I,(3l;,.', I \'\".I"'~' '. \'!) ? /."'. ,), 1"\,,'.., ,"~ 'I' 'V.~ .
" ",'I . ",c"" I" I,' ',,/' I,' ..) (.1" , ,^ l- ".
\1", ''''~Yl '~\("C~,.ljjl\'O~\<\l':;J,..,'.'> ~IJ "/r~'/I\C','~"':~' " _I ,," I
',',I~, en '-/~.tll (\JU(('IO\.., ,j I I .1 I "T" , 1,,)' I" ( ).<'~" : "",
' ~. ~ , " .,." . .. .' ; .... "" .., ". , '-
\" 'I:! y, ".,~~," ('-\~ 'Y?I;', '8c,;,lrI1d/jlJ'!6~' J) "'\\""';'1'\ ." '..".-" 'I\"~'" _ ;,
' \ 0' ,,\ -='< \I, """"-1' --' I. 1~1~ 1 '\ ", 1 ","" ....."__...,, ',. " .
'. ", !>",,' ,.' r;'/(~' , d,) , t "',;,:\)\ ~l 'i,~'1 :". {''''!'i!,'', ~-'I"''t-,: ,.,' , /'
' \' ",,> "':;\\, \),' ~{ l~, \" '~.'\, 1,,,\,,,,,, Il I, {/'V(.- '" i
' 11, .',: " ,,',' '11\tl',\O,I,,\\ i\ ,':\1 i' .>i, ~I.,j,,1/""i':l; .I "{ 'I I,. \ . :i~~ '~'/."" I,
" "I "" , " '''\ " " I I" " ", I \ :'" '<I,e, 'I; , , , "_ ' 'I
' ., ".. '. .,."",.... . ..,. . .. .,", .
", .. .". ,,,,,,~,, 'C., . ~ \. N' ,. .... 'j' ',' :\)11'1)", '\l" I\~ \j0id'li. {fl'; "," "" \ '. "
'. ,,,"\ ", ;~'! ''<\'" ,~, '. 10 ..... ,... .,.1 ..;V,lffi", ,'I, ."~..,,, , ,:_. . ..', . "',,., '. .
I\~ ~".__J~~~J'\1\] ~~I~~(~')I"~I,,[ 1~~4 l :~~\\' '\'I'\.y)~\~\I~'",lll~~('~\ \'J^!/~llf/f:.?~qrl.' , .' \'\:~'Jr:ilK"'~ Y"'j"" ~~' \l:,,~,. '" '/, " ..:. l' .~~~.:....
" 1'.\ I ',I' -, ( ,\i<l,,,,\ 'II, \ ",{ "'~'{"I., '(~'~~ . IJ' """\" ' \' \
\0::. \ .,t,',.\, ,\1)1, ;'~...":to,.~,\\:\.,ljt,,:tl,I\~t\, '\' ~., /:; 'ir':~', \LI:,~IJ11~j7{'\ ;~. ~/ '"_;"'/ I' I ~l "~<..~,.., t
,.' II ,') 'J \\(jJ.... r.. t 1,1(1""'\")' "i;' 1"/ ,'I, .. l-~I't~t.;l -..t-. III , <:. I, ,.1
' "'II . 't" '. ~ ,\ ~' , ' " .,. , "',., '," , "',
.. (. .. '".".' 1 i . "i, '. "."',,~ . ,." " <" ., I'." " I ',. "_'" . .
',' \ I:'.... " (f~'i",','~\',\..II';" IP.xil:!:')\:"\~:- '/;.?I~' I,i{i',!,:. :j:,LJ ol ,.\\ '-;""\ ~ _' " 1,/'.'" 1\)_
!, ... '. '," <1~:~'r~'r.l:1,.( \ ;,,\'~' ....,.;, i"V' ."';'~' (:01-. 'Iii'" ,y //' '. '.'.~,;. :',),tL.'"
'II ,/", .'L. ;6';('",,~:, !I,S' ~~, .c\ ~' \ 'I (;7 J'IJ""V 1 ,',,'1 ">1.'1';;' "1~ I,' 1,/ ~ i "-,'t', , , ; I,.' "
{~ -. ,(il~*!"'~~:-~\I<'~~.J~( 1,,~\-\li~II"~I'("( o/&J!,.fr/t'/I,]J,P'\\ "/""1,/", ,,)/~~'.
' .... i "'.C'." ,) '\" ,". "'"~ """"'" / ',., .'~'c~' ,,' '..!
" . ; ~r\ ~>\6~ /:,\ '\' .,... "~'I .' it:, l,~ K' n.J \JI(;'. "', '\'f"V,~ t:~: ~ ',' . \71" J I \'("-:t
~ I, , Vt I' \I 1,.,1),-,,<, \ ~~ 'I', )'J\" ,'\ If/;:.,:/tL",? --'}~~..... :'\ ("" . ',.\
'p, I,," ,,, '" , , h', '"'.' .." , , ,
'.;'li~'~'\1"'~!p~v~,~ I'\\'~\\l;"""-( ,If) ',' ,-) '.', r)o>t""' .~,'\\ '\'i. "j',.'. .,' \,.,
'I K'\ "YJ,k'/ ':;'~II 1"/8::' : '::' ",oJ, ,~J, ',',,,Ij '11'i~' I ~t \ "'D. II 1,\1 . :. ,'~
'. ,.(", ",,( v'", , '.', , r i.... '" "..' ..'-, ,.-.'
""'-'~"',tJ 4)"1, '., 'I' ,A"" 'I~'q\, C '",) ,I. ' ('\~;' "" ~I'\""'\
,~ "., "', "'''' , ", '"
' ''''j'II'~'' I ,01 1, \' ~ I (, ", 0, " , " I .<JY ........' '"'' , I
...... 'I'~'\ ( ,'.,.1' " "', i "" ~ ' , I" (l1 "'" I
\' "''>.X' ~"' ")"', /' ".) , ~." ',,, 1 , " ',,',~, , '( U' ""\, "" I,
' "";"""'I~l,,;"t', 'fllt":,,,"'!) '" \, \":,' ."" ','... , "lJ ~,.. ..,,~lt~) ,
,? ':-"""'[11/'" '.;..',A::: "'1'<,1,,\ ",\1' "" \ l '", 7 ," '-",', I'"" ,.
\~'J~?J\'~;1;,;':~'rn ~ .;'Y;'~I:;'\,:.:~'~~j"':,., (, ",.' \ ~II' ,:" : \( . 'i \ ~J~(~,,'; \~O
"",' ~;:r'\.1 011 ,'(, if ,I "A '~" J '!".. !" I,' "(~''''- ..', , () L D " , t"- )
'"..,.",,>J,,{C""!,V'/'" J /"'("""" .'1''1.'1''':<-\''/' ,\', ,,-'j''/.'"/.).
\~"'~-)", '. "1, ,....... I,! I " , I I" I '('"",., , "', 0 .. '. "I, \ , . 'I>. t \ /
:' '"/J'r. 'I "" ",' 1, "", I I, " , " '" ,. " , " /...". ,
\,;: '\:"/""^lo,1:,'/"', ir',LI~' ,""" oj \, 1<-' '1-/'" \'7,',;' ',\1"',,';" I,:C", ,6,-,,, Ul:""~..,.,, . '. "
1',.. ~ ',' l>'! "'J' , . " L )' '" I '" "'1 ' < ,. I \ ,__
;',(' ~""": "A.I,' .'. , ' ',," ~',,' 'I' ':/'!,jI 111'~, , '--_\'_':''''1'_ '_', 1 .,
,"/ ,,-,,"'\:O"'i'!,'..vrt'i' "','('b, JlJ,,:~:,\\p: '1--- " ,')1' '..1_' . .\'{'~
. lil "Vh\~8:/."'),{ 12'" j"" ..<-.L" '~"?""I\\\~",",~\ . , ",,__-ui!,._, >'>f','" '''), "1)/ '\ .' ./015
~~..:cr'Y:,~~~;"a-'.:/,\1,' :<:;/:;' ,~,iI)~q('\~~"Ir'''''''T:'-t1''dfr'J''\ ;.1: /-'" ,. \I~ll I, . .Il_ ~<f
')~""'j>",'V:'7"(+~ ". ",i ' ,'" . I J 0'1' ~, \;'iii
}J '''11",',) \' t' ~ r.... \ I J 1. "k_ \ ,.....r"'~.!'
'-"''>'','." , , ' I' n ( v,l:'7 .", ." V '
''-''(''',1 ;'~ ~ r.~~d'l f'<' ,"~,.\
'\f ...~,,:'...n >" .. , .. \ .' ., ,
S l'...,' \', ,.\, 'II J' , ", '.
'1\;.. -' \ ~"i 'I r,......~.
' ~, .' _. 't . . '. Ii I,'. '.
: ", '( . ....:-......",,""J '"..'"
:\~".. . ".,. "'--
- , ""\- I \ '/ "'. \,~
' \.", '. .r-.,.v"",
. \ \ ''''.
" I.
J\', --..,
,
,
,
r
<
-
"
bmll,
nUI"1
mlU
'nnl
j~ 5imt..
~w oft;-
-~ I'"
~~~*:n
~-m: ~~ D
j~ i~m-
00 m <
" -.
"in <;~a.
~~ zzlll
......(tI ozQ
;::: ~zJ
<h '" ~'"
ID:" ~ }lo
~p~~1lI
IDIDODIlI
~e ;~O
w r;j::5n
~ oz-'
. c!"'Dl
JJD rt
~ m lD
il III
:J' .
o
() -
~ J
:;; n
o .
3
p,'
~
ID
'"
W
:g
1"",-
(
1
~ $:
!>OC
:u::U::u~
. 1>::u-o
._.--0
WZ(T1:O
lXl)>-1::!
(J)G)l:;;.O
f11 Z
(/)
Xl)
~r
-I)>
Z
00
::U"TI
-.-
rrJ
rrJ
^
N
~
-I)
G1
CIl
~
,>/;.~-,. ~:/>
~;-~~
\
"-.""
<,
"
0'
Ol"
"
~'.\'"
,
)
;;../'
"
'"
-y
\'.
",
l
"
"
"
/f/
/
r~J~~
r~~ ..
. ~
:!: ::D 3: ~
~ E ~ ~
CI ;0: ~
n
m
~
o
~
~
\
m
r
m
<
)>
--<
(5
Z
'"
m
-n
m
;0
m
L
n
m
~
>-
'"
^
V>
\
->.::,~~'
-..Ill,
,
.N ~'~-=-
~
.
~ ;0 0 n ~ _ <1\
0~~:~;~~ ~~g~~~~' ~~.-n"'~
~~",".. ~g~"l,,1 1"0""
N ! ~~~:i:.~ ~:~~o'i~~~"~e
o ,3,~Q"~ ~_,~="~"5,,\~a
z ~n;.,~~" "~~;,t'g~~:[~
m on ..,.., o,~"o.'~-''''
(") ~!'~~.~~ ~.i"~~ ~~~~~"
,g~,5_~~ ~gii~"~:;; S~~,
[ ".,,00' 3_""'~'O.'~"
,'oo,Q "~ o. ~~,,, w~
~v,.30? ~,,,-_ol': o'~~~O-
d<~~:i: ,~;Og~~n~,g
"~~~"',~ ~.~'o,,~l~.~S~
~3',,:"~ ~""i~!"~'''~m'~
,'"o~5 ~"go"'~ oO~"~'
.. 0'"' ... :It 0 no- g' < :: c: 0-'" llJ
~3n~.0 "gno!5~~~'-':'
;,no' Q ..:>0:>"""" 3-.(:>"0:>
~-"5;:;:2. g~"~r~ ':!'~~o
.,,~<::""g '0;:<;l2.;~9.. :;,20"",0
~.~~~, ,0~Own ,~<5-~
l "p,~, c:~",~~ "3~' 3
~"oo"" _O"-"~. ~'~"
,nn-"~ ~~' ,,~" o9"~..
\ ~oo~~~ ~!::;o:T-'O e;:::'lo.o:;
05"'.' 03,~~a 3~o'o
:> ':? 0 :r ~.::;; ,!::!, '"' :.:l :f '"'.. .. - nO 0
, _0..0 Q.~*:~~-~ ~~,~;-F
_ .;, I" 0 '"' ;, .. -
.... '1< :; c.:
-m
8 ~ ~
. 2 <
W C\ p
Ii <:!
00
-2
o
m
v,
n
~
~
~
o
2
o
~
r
o
n
>
~
o
2
/'
.
<
~
/?,J/;"
"
"
'\~,
"-
'\
:.:',
")~ "-" .'
~ ~ <~, ,.'~\\
~' ~.:j,-",,,,,,~">='
'';;
....~>:
;;..;:::"....
N
o
2
U1~- m
-l-l!;: )>
c.-~"'
o-~
-<~~I{
//
~~~;:-~..;;:'=-' -
lumu
11UlUl
ImU!
!
,
.
<
;;
.
~
jj II'
i i r t t
~ - 1 ~ ~
(( i ((
Iii II
11 11
.
."
Il
,-
.(
q
q
"
'I
1
r
'~I.~~
------_._.~._-----=---,
-----------"""~.~.
- ~-
..-"- :=-' :., - - . - ::: '= ""' :>:l --, ; ~-- ~i
,~.;c;;rg,~;.if,-,.'\~~ . ~ S' :> _ 0 _ ~
~~ -'0" '''':5 t--<"; 0,.., ~
~ .1!i'J) 'Z "'_,., 0_ ~
~ ' W \~ g:;:>:l z..... G-
o ,~ "':>:l"" ~ __ ~
R ~~ il-zS ';:; ~
~ "~ '" -"',.. "
· '0 ,.. :> :z: ~
~ l~ .... ""' n :;;
o .~ '" <=> '" ~
. 'm '" '" %
~ :~ ,.. ~ ~ ~
'If , '" 0-3 --< ~
' ! "'... '" ~
~ : [;; - 3: :l
3 . ~ > ~
o '."..
. .
> 0
~ -
o
,
~
,
l
Ii
ii
I;
n
"
\1
~
1
o
I
I
i
<
,
;
.
;
,
i
I
.
i
,
,
I
,
,
:
o
i
.
i
.
~
>
,
~
o
2
~
"
o
,
.
o
~
ii
,
~
o
a
;
!
i
<
~ <.. n
:- p~ ~ -Ili~:~ il~ ~ n' '~n ~
i ; r; ; .~:; -; . ; ,; i; i 1'1' i
! i';~ I. !;IJ.ff hI. ~ jli I~P ~
. I!I! dl~llo! II'ili' !
h j e;~iH i1; ; :::; 1:; i
H.[ iP;~ ilr l .Ii Ji~ r
1'1 '!'II .. I -t..
, li"- ," l i' Ii' i
IiI "Il 'I' "'1
[i [gil ill [I' U !
'I! "'I'lL.! (! "I!
, "II t.. l t. I' ,
-~.. J t;: 1 '," I -I :I- I
i-. -t.! i_in
Ii! !,!.j1Hll! ill I
Ii:P q
" II' ..
I '"
, . .
f ~ li I J
'Pln
.:11 I
ill II Ii!
; -I .:
; 1 ~i !!
"fl ..
ill ji
l:d !
i it- !.
lji I I
. I I ~
; Ii I
f ~! ~
~
o
'"
:0::
-<=
Z
:i
0';'
m>
0%
~~
~~
~%
~ <=
~:o::
~=
~~
=~
S;3:
",'"
-<""
-~
, ~
-'"
~'"
=~
.p.!=:'
!
~
!
,
~
rff
if!,
1_19
,';3
Ii!
,.,
j':
.1'
ii~
I':
in
::}
ji~
d
Ii'
In
~ i 1
i I ~
~! I
III
"
i;
i!
"
I;
i!
q
! ~
~
0/
ImU
-:::J1\)~ml.
....-..., JJZ
,l:l.W n.......
~.. v'
mID ~zl1
-""t- mm.
~~ ~~C
o~-i(lij ~-
~ -.
-no, <;;~a.
?<~ zz III
....,ct1 czO
_IJ>-
::.... ()z:l
. Ul ~G)
m' '0 ~
ID:U m I'
~PSiii!1lI
(000 nDID
~H~ !rii 0
w r;:l::$n
,l:l. oZ-'
9 -4Glm
:n 35 C1'
~ m tD
n III
:T .
o
() -
" :J
S; n
o .
3
jii
g
ID
'"
W
ID
o
Oil
or
$0
o~g
O1Z-
0-2
N-I(j)
.t:::> .'-( C-
()lI::O
l>
N'UZ
--Jl>O
.p,.Z(T1
111
()lr::o
aJZl>
C-l
$111
aJ$
111l>
::O'U
'0
'L-
0)1
<'"
\Y
n_ ___________ _n_ _n__n___ -------
I
I
I APPENDIX B
I PEAK FLOW RATES
(EXI9nNG CONDITIONS)
I
I
I
I
I
I
I
I
I
I
I
I
I
I - 13-
I V'\
I
I
I 1o-YEAR DESIGN STORM
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I - 14- \~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN" A"
\~
I
I
I
***...**.**********.*********************.*************.****.***************
I
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 197B HYDROLOGY MANUAL
(C) Copyright 19B2-90 Advanced Engineering Software (aes)
Ver. 5.5A Release Date: 5/23/90 Serial. 6276
I
Analysis prepared by:
I
J.F. DAVIDSON ASSOCIATES.INC
TEMECULA REGIONAL OFFICE
27349 JEFFERSON AVE. SUITE 115
TEMECULA CA 92390
I
************************** DESCRIPTION OF STUDY **************************
* 10 YEAR FREQUENCY STORM HYDROLOGY FOR LOTS 7 AND 9 TR 3334
* EXISTING CONDITIONS ( REVISED PER FIRST PLAN CHECK COMMENTS
* JULY 22;1991
***-*****-****************************************************************
*
*
I
*
I
FILE NAME: ELIIOYR.DAT
TIME/DATE OF STUDY: 10:2B
7/22/1991
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
I
I
USER SPECIFIED STORM EVENT (YEAR) - 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMALl TO USE
10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) =
10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) =
100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR)
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR)
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE =
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE =
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 I-HOUR INTENSITY (INCH/HOUR)
SLOPE OF INTENSITY DURATION CURVE = .5506
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
FOR FRICTION
2.360
.BBO
3.4BO
1.300
.5505732
.5495536
SLOPE =
.95
I
I
.BBBB
I
I
I
I
I
I
\\
I
I
I
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE - 2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
_~__________==___==__==____==_=D__=====____=================-===========-==-
I
I
I
I
I
I
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC - K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH - 400.00
UPSTREAM ELEVATION - 1102.00
DOWNSTREAM ELEVATION - 1095.00
ELEVATION DIFFERENCE - 7.00
TC - .533*[( 400.00**3)/( 7.00)]**.2 - 13.141
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) - 2.051
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6965
SUBAREA RUNOFF(CFS) - 1.79
TOTAL AREA(ACRES) = 1.25 TOTAL RUNOFF(CFS) - 1.79
I
I
I
I
I
I
\<<'6
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
==========aa================================================================
I
UPSTREAM NODE ELEVATION - 1095.00
DOWNSTREAM NODE ELEVATION - 1085.00
CHANNEL LENGTH THRU SUBAREA(FEET) - 270.00
CHANNEL SLOPE - .0370
CHANNEL FLOW THRU SUBAREA(CFS) - 1.79
FLOW VELOCITY(FEET/SEC) - 3.24 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 1.39 TC(MIN.) = 14.53
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 8
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
========================~--=================================================
I
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.940
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6877
SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) = 2.42 TOTAL RUNOFF(CFS) =
TC(MIN) = 14.53
1. 56
3.35
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION = 1085.00
DOWNSTREAM NODE ELEVATION = 1071.00
CHANNEL LENGTH THRU SU8AREA(FEET) - 240.00
CHANNEL SLOPE = .0583
CHANNEL FLOW THRU SUBAREA(CFS) = 3.35
FLOW VELOCITY(FEET/SEC) = 4.65 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = .86 TC(MIN.) = 15.39
I
I
****************************************************************************
I
FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
I
I
============================================================================
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.880
SOIL CLASSIFICATION IS .C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6825
SUBAREA AREA(ACRES) = 1.27 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) = 3.69 TOTAL RUNOFF(CFS) =
TC(MIN) = 15.39
1. 63
4.98
I
\0....
I
I
I
.************..*************************************************************
FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 1
----------------------------------------------------------------------------
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.39
RAINFALL INTENSITY(INCH/HR) = 1.88
TOTAL STREAM AREA(ACRES) - 3.69
PEAK FLOW RATE(CFS) AT CONFLUENCE - 4.98
I
I
I
I
I
I
I
I
I
I
I
1
I
I
~
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 2
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
-------=---===--=========------==================-=-=-======================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2
INITIAL SUBAREA FLOW-LENGTH = 400.00
UPSTREAM ELEVATION = 1101.00
DOWNSTREAM ELEVATION - 1088.00
ELEVATION DIFFERENCE - 13.00
TC - .533*[( 400.00**3)/( 13.00)]**.2 = 11.610
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.195
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7071
SUBAREA RUNOFF(CFS) - 1.55
TOTAL AREA(ACRES) - 1.00 TOTAL RUNOFF(CFS) = 1.55
I
I
I
****************************************************************************
I
FLOW PROCESS FROM NODE 1102.00 TO NODE 1003.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
==-=========================================================================
I
UPSTREAM NODE ELEVATION - 1088.00
DOWNSTREAM NODE ELEVATION = 1071.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00
CHANNEL SLOPE = .0486
CHANNEL FLOW THRU SUBAREA(CFS) - 1.55
FLOW VELOCITY(FEET/SEC) = 3.60 (PER PLATE 0-6.1)
TRAVEL TIME (MIN.) = 1.62 TC(MIN.) = 13.23
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1102.00 TO NODE 1003.00 IS CODE = 8
I
>>>>>ADDITION OF SUBAREA TO.MAINLINE PEAK FLOW<<<<<
=m==========================================================================
I
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.043
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6960
SUBAREA AREA(ACRES) = 1. 33 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) 2.33 TOTAL RUNOFF(CFS) =
TC(MIN) = 13.23
1. 89
3.44
I
I
I
I
7).
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1102.00 TO NODE 1003.00 IS CODE = 1
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
I
TOTAL NUMBER OF STREAMS - 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) - 13.23
RAINFALL INTENSITY(INCH/HR) - 2.04
TOTAL STREAM AREA (ACRES) - 2.33
PEAK FLOW RATE (CFS) AT CONFLUENCE - 3.44
I
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
7.72
8.14
TABLE **
TIME
(MIN.)
13.23
15.39
INTENSITY
( INCH/HOUR)
2.043
1. 880
I
COMPUTED CONFLUENCE ESTIMATES ARE
PEAK FLOW RATE(CFS) = 8.14
TOTAL AREA(ACRES) = 6.02
AS FOLLOWS:
Tc (MIN.) =
15.39
I
****************************************************************************
FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
=_================___=___===___========____=a===============================
I
UPSTREAM NODE ELEVATION = 1071.00
DOWNSTREAM NODE ELEVATION = 1066.00
CHANNEL LENGTH THRU SUBAREA(FEET) 250.00
CHANNEL SLOPE - .0200
CHANNEL FLOW THRU SUBAREA(CFS) = 8.14
FLOW VELOCITY(FEET/SEC) = 3.36 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 1.24 TC(MIN.) = 16.63
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 8
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.801
SOIL CLASSIFICATION IS "CO
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6754
SUBAREA AREA(ACRES) 1.72 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) 7.74 TOTAL RUNOFF(CFS) =
TC(MIN) = 16.63
2.09
10.24
I
I
?
I
I
I
********.******...*...*********...*****...***.*.*.**.**.******.***..**...***
FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE - 10
I
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK . 1 <<<<<
============================================================================
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~
I
I
I
**********************.*****************************************************
FLOW PROCESS FROM NODE 1200.00 TO NODE 1201.00 IS CODE = 2
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
a___=_=_==_===D==========_=_==========~=====================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC - K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH - 400.00
UPSTREAM ELEVATION - 1099.00
DOWNSTREAM ELEVATION - 1086.00
ELEVATION DIFFERENCE - 13.00
TC = .533*[( 400.00**3)/( 13.00)]**.2 = 11.610
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.195
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7071
SUBAREA RUNOFF(CFS) - 2.87
TOTAL AREA(ACRES) = 1.85 TOTAL RUNOFF(CFS) 2.87
I
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
==========================================================================m=
I
I
UPSTREAM NODE ELEVATION = 1086.00
DOWNSTREAM NODE ELEVATION = 1067.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00
CHANNEL SLOPE = .0543
CHANNEL FLOW THRU SUBAREA(CFS) = 2.87
FLOW VELOCITY(FEET/SEC) = 4.33 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 1.35 TC(MIN.) = 12.96
I
****************************************************************************
FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE = 8
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
=-==========================================================================
I
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) - 2.067
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6978
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) 3.15 TOTAL RUNOFF(CFS) =
TC(MIN) = 12.96
1.87
4.75
I
I
I
I
~
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE - 1
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
-----=======================================================================
I
TOTAL NUMBER OF STREAMS - 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) - 12.96
RAINFALL INTENSITY (INCH/HR) - 2.07
TOTAL STREAM AREA (ACRES) - 3.15
PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.75
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1,~
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1300.00 TO NODE 1301.00 IS CODE ~ 2
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
___________________=__o___a__==_======______=====_=============-============
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC - K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH - 390.00
UPSTREAM ELEVATION - 1097.00
DOWNSTREAM ELEVATION - 1085.00
ELEVATION DIFFERENCE - 12.00
TC - .533*[( 390.00**3)/( 12.00)]**.2 -
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) -
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT - .7070
SUBAREA RUNOFF(CFS) ~ 2.39
TOTAL AREA(ACRES) - 1.54
11.620
2.194
I
I
I
TOTAL RUNOFF(CFS) ~
2.39
I
****************************************************************************
FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE ~ 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION ~ 1085.00
DOWNSTREAM NODE ELEVATION ~ 1068.00
CHANNEL LENGTH THRU SUBAREA(FEET) 150.00
CHANNEL SLOPE = .1133
CHANNEL FLOW THRU SUBAREA(CFS) = 2.39
NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION
FLOW VELOCITY(FEET/SEC) = 5.65 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) ~ .44 TC(MIN.) - 12.06
I
I
****************************************************************************
I
FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
I
I
I
============================================================================
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 2.150
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7039
SUBAREA AREA(ACRES) = .97 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) ~ 2.51 TOTAL RUNOFF(CFS) ~
TC(MIN) = 12.06
1.47
3.86
****************************************************************************
I
FLOW PROCESS FROM NODE 1302.00 TO NODE 1202.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
~
I
====--==================================-=-=================================
UPSTREAM NODE ELEVATION ~
1068.00
I
1
I
****************************************************************************
FLOW PROCESS FROM NODE 1302.00 TO NODE 1202.00 IS CODE = 8
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
--==========-===============================================================
I
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.854
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT - .6802
SUBAREA AREA(ACRES) - 1.34 SUBAREA RUNOFF (CFS) =
TOTAL AREAIACRES) 3.85 TOTAL RUNOFF(CFS) -
TC(MIN) - 15.78
1. 69
5.55
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1302.00 TO NODE 1202.00 IS CODE - 1
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
==-===-===================================--================================
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) - 15.78
RAINFALL INTENSITY(INCH/HR) - 1.85
TOTAL STREAM AREA IACRES) - 3.85
PEAK FLOW RATEICFS) AT CONFLUENCE - 5.55
1
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
.. PEAK FLOW RATE TABLE ..
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) IMIN.) lINCH/HOUR)
1 9.30 12.96 2.067
2 9.80 15.78 1. 854
I
I
COMPUTED CONFLUENCE ESTIMATES ARE
PEAK FLOW RATEICFS) - 9.80
TOTAL AREA(ACRES) - 7.00
AS FOLLOWS:
TcIMIN.) =
15.78
I
****************************************************************************
FLOW PROCESS FROM NODE 1202.00 TO NODE 1004.00 IS CODE - 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
=-==========================================================================
I
UPSTREAM NODE ELEVATION - 1067.00
DOWNSTREAM NODE ELEVATION - 1066.00
CHANNEL LENGTH THRU SUBAREA(FEET) =
CHANNEL SLOPE - .0025
CHANNEL FLOW THRU SUBAREA(CFS) =
FLOW VELOCITY(FEET/SEC) - 1.24 (PER
TRAVEL TIME (MIN.) - 5.36 TC(MIN.)
400.00
I
9.80
PLATE D-6.1)
- 21. 15
1-1
I
-----------...---
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1202.00 TO NODE 1004.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
ama_cma===CDa=========___===================================================
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) - 1.578
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6524
SUBAREA AREA(ACRES) - 1.21 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) - 8.21 TOTAL RUNOFF(CFS) =
TC(MIN) = 21.15
1.25
n.05
****************************************************************************
FLOW PROCESS FROM NODE 1202.00 TO NODE 1004.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK t 1 WITH THE MAIN-STREAM MEMORY<<<<<
============================================================================
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 18.93 16.63 1.801
2 20.02 21.15 1. 57 8
COMPUTED CONFLUENCE ESTIMATES ARE
PEAK FLOW RATE(CFS) = 20.02
TOTAL AREA(ACRES) = 15.95
AS FOLLOWS:
TC (MIN.) =
21.15
****************************************************************************
FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM NODE ELEVATION = 1066.00
DOWNSTREAM NODE ELEVATION = 1060.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00
CHANNEL SLOPE = .0200
CHANNEL FLOW THRU SUBAREA(CFS) = 20.02
FLOW VELOCITY(FEET/SEC) = 4.24 (PER PLATE 0-6.1)
TRAVEL TIME (MIN.) = 1.18 TC(MIN.) = 22.33
Vb
I
1
I
****************************************************************************
FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
___c___=================================================================~===
I
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) - 1.532
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6470
SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) 18.22 TOTAL RUNOFF (CFS) =
TC(MIN) - 22.33
2.25
22.27
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1005.00 TO NODE 1006.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
============================================================================
1
UPSTREAM NODE ELEVATION = 1060.00
DOWNSTREAM NODE ELEVATION = 1059.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00
CHANNEL SLOPE = .0033
CHANNEL FLOW THRU SUBAREA(CFS) = 22.27
FLOW VELOCITY(FEET/SEC) - 1.78 (PER PLATE 0-6.1)
TRAVEL TIME (MIN.) = 2.81 TC(MIN.) = 25.13
I
I
****************************************************************************
I
FLOW PROCESS FROM NODE 1005.00 TO NODE 1006.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.435
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6350
SUBAREA AREA(ACRES) - 1.47 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) = 19.69 TOTAL RUNOFF(CFS) =
TC(MIN) = 25.13
1.34
23.61
I
I
I
I
I
I
'VD..,
I
I
I
I
I
I
I
I
I
1
I
I
I
I
I
I
,
I
I
BASIN "B"
?/)
I
I
I
*****************************.******************.*.*************************
FLOW PROCESS FROM NODE 1400.00 TO NODE 1401.00 IS CODE = 2
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
=~-=========================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC - K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH - 300.00
UPSTREAM ELEVATION = 1100.00
DOWNSTREAM ELEVATION = 1090.00
ELEVATION DIFFERENCE - 10.00
TC = .533*[( 300.00**3)/( 10.00)]**.2 =
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7169
SUBAREA RUNOFF(CFS) - 1.63
TOTAL AREA(ACRES) - .97
10.296
2.346
I
I
I
TOTAL RUNOFF(CFS) -
1. 63
I
****************************************************************************
FLOW PROCESS FROM NODE 1401.00 TO NODE 1402.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION = 1090.00
DOWNSTREAM NODE ELEVATION = 1070.00
CHANNEL LENGTH THRU SUBAREA (FEET) 225.00
CHANNEL SLOPE - .0889
CHANNEL FLOW THRU SUBAREA (CFS) = 1.63
FLOW VELOCITY(FEET/SEC) = 4.92 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = .76 TC(MIN.) = 11.06
I
I
ttt*t**t**t___****.*_**______*_**_**__****_****_*****************_*_********
FLOW PROCESS FROM NODE 1401.00 TO NODE 1402.00 IS CODE = 8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
a=======r~===================================================================
I
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.255
SOIL CLASSIFICATION IS "C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7111
SUBAREA AREA(ACRES) 1.56 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) = 2.53 TOTAL RUNOFF(CFS) =
TC(MIN) = 11.06
2.50
4.13
I
I
I
I
3\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "e"
,,>'V'
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 2000.00 TO NODE 2001.00 IS CODE - 2
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
__s============_==_=======_====_==========a_================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC - K*[(LENGTH**31/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH - 400.00
UPSTREAM ELEVATION - 1102.00
DOWNSTREAM ELEVATION - 1088.00
ELEVATION DIFFERENCE - 14.00
TC - .533*[( 400.00**3)/( 14.00)]**.2 11.440
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.213
SOIL CLASSIFICATION IS "Cn
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = :7083
SUBAREA RUNOFF (CFS) 2.52
TOTAL AREA(ACRES) = 1.61 TOTAL RUNOFF(CFS) 2.52
I
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 2001.00 TO NODE 2002.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
-==-======---====-=======-==================================================
I
UPSTREAM NODE ELEVATION - 1088.00
DOWNSTREAM NODE ELEVATION - 1084.00
CHANNEL LENGTH THRU SUBAREA (FEET) = 320.00
CHANNEL SLOPE - .0125
CHANNEL FLOW THRU SUBAREA(CFS) = 2.52
FLOW VELOCITY(FEET/SEC) = 2.02 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 2.64 TC(MIN.) - 14.08
I
I
****************************************************************************
FLOW PROCESS FROM NODE 2001.00 TO NODE 2002.00 IS CODE - 8
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
=========================================-==================================
I
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 1.974
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT - .6905
SUBAREA AREA(ACRES) = 3.04 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) - 4.65 TOTAL RUNOFF(CFS) =
TC(MIN) - 14.08
4.14
6.67
I
I
I
I
'?~
I
I
******.*.*.*.*****.*.*******...****************...****...***.*.*.********.*.
I
I
FLOW PROCESS FROM NODE 2002.00 TO NODE 2003.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
-=-======-==================================================================
I
UPSTREAM NODE ELEVATION - 1084.00
DOWNSTREAM NODE ELEVATION - 1078.87
CHANNEL LENGTH THRU SUBAREA(FEET) - 250.00
CHANNEL SLOPE - .0205
CHANNEL FLOW THRU SUBAREA(CFS) - 6.67
FLOW VELOCITY(FEET/SEC) - 3.24 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) - 1.29 TC(MIN.) - 15.36
I
I
*******...*************...********....*.*****.****....********************.*
FLOW PROCESS FROM NODE 2002.00 TO NODE 2003.00 IS CODE = 8
----------------------------------------------------------------------------
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) - 1.882
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6827
SUBAREA AREA(ACRES) 2.88 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) 7.53 TOTAL RUNOFF(CFS) =
TC(MIN) = 15.36
3.70
10.37
I
I
I
I
I
I
I
I
I
I
?:A
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "0"
?fi
--------
I
I
I
I
I
I
I
I
I
I
1
I
I
I
I
I
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 2100.00 TO NODE 2101.00 IS CODE = 2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
===--=======================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC - K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2
INITIAL SUBAREA FLOW-LENGTH - 300.00
UPSTREAM ELEVATION - 1102.00
DOWNSTREAM ELEVATION - 1098.00
ELEVATION DIFFERENCE - 4.00
TC - .533*[( 300.00**3)/( 4.00)J**.2 = 12.367
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.120
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7018
SUBAREA RUNOFF (CFS) = .97
TOTAL AREA(ACRES) = .65 TOTAL RUNOFF(CFS) = .97
****************************************************************************
FLOW PROCESS FROM NODE 2101.00 TO NODE 2102.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
============================================================================
UPSTREAM NODE ELEVATION = 1098.00
DOWNSTREAM NODE ELEVATION = 1089.00
CHANNEL LENGTH THRU SUBAREA(FEET) 250.00
CHANNEL SLOPE = .0360
CHANNEL FLOW THRU SUBAREA(CFS) = .97
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
FLOW VELOCITY(FEET/SEC) = 2.85 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 1.46 TC(MIN.) = 13.83
****************************************************************************
FLOW PROCESS FROM NODE 2101.00 TO NODE 2102.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.994
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6921
SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) 2.14 TOTAL RUNOFF(CFS) =
TC(MIN) = 13.83
2.06
3.02
~Go
I
I
I
*********************************************************__*x.*x_*_.*.._._..
FLOW PROCESS FROM NODE 2102.00 TO NODE 2103.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
----=====--==============--=================================================
I
UPSTREAM NODE ELEVATION - 1089.00
DOWNSTREAM NODE ELEVATION - 1080.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 320.00
CHANNEL SLOPE = .0281
CHANNEL FLOW THRU SUBAREA(CFS) - 3.02
FLOW VELOCITY(FEET/SEC) - 3.15 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 1.69 TC(MIN.) = 15.52
I
1
.x.xxxxx_x_..._....._.._.__.__.__.__.__._.___.___.*_.*x.*xx**x*xx**_**_.____
FLOW PROCESS FROM NODE 2102.00 TO NODE 2103.00 IS CODE = 8
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 1.871
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6817
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) 3.24 TOTAL RUNOFF(CFS) =
TC(MIN) = 15.52
1.40
4.43
I
1
xxx*xxxxx_x__.*_.*_.*..._._.__.*__**.*__*__*__.**_*__**x*_****_***_.***__*_.
FLOW PROCESS FROM NODE 2103.00 TO NODE 2104.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
============================================================================
I
I
UPSTREAM NODE ELEVATION = 1080.00
DOWNSTREAM NODE ELEVATION = 1079.95
CHANNEL LENGTH THRU SUBAREA(FEET) 450.00
CHANNEL SLOPE = .0001
CHANNEL FLOW THRU SUBAREA(CFS) = 4.43
NOTE: CHANNEL SLOPE OF .001 WAS ASSUMED IN VELOCITY ESTIMATION
FLOW VELOCITY(FEET/SEC) = .65 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 11.57 TC(MIN.) = 27.09
I
I
-*.-.--.-.--.--.---.-....-..-.....*---..--**********************************
FLOW PROCESS FROM NODE 2103.00 TO NODE 2104.00 IS CODE = 8
----------------------------------------------------------------------------
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.377
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6272
SUBAREA AREA(ACRES) 3.94 SUBAREA RUNOFF(CFS) =
TOTAL AREA (ACRES) 7.18 TOTAL RUNOFF (CFS) =
TC(MIN) = 27.09
3.40
7.83
~'\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "E"
~'b
I
I
I
*.**************************************************************************
FLOW PROCESS FROM NODE 2200.00 TO NODE 2201.00 IS CODE = 2
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
________=0==================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC - K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH - 300.00
UPSTREAM ELEVATION - 1100.00
DOWNSTREAM ELEVATION - 1087.00
ELEVATION DIFFERENCE - 13.00
TC = .533*[( 300.00**3)/( 13.00)]**.2 - 9.770
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.414
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7211
SUBAREA RUNOFF(CFS) 1.57
TOTAL AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 1.57
I
I
I
I
**********************************************.*****************************
FLOW PROCESS FROM NODE 2201.00 TO NODE 2202.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION = 1087.00
DOWNSTREAM NODE ELEVATION - 1075.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00
CHANNEL SLOPE = .0400
CHANNEL FLOW THRU SUBAREA(CFS) - 1.57
FLOW VELOCITY(FEET/SEC) - 3.27 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 1.53 TC(MIN.) = 11.30
I
.
I
****************************************************************************
FLOW PROCESS FROM NODE 2201.00 TO NODE 2202.00 IS CODE = 8
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
=========================-==================================================
I
I
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 2.229
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT - .7093
SUBAREA AREA(ACRES) 2.75 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) 3.65 TOTAL RUNOFF(CFS) =
TC(MIN) = 11.30
4.35
5.91
I
I
I
~
I
I
I
*****...*****************...******...*....***********.*.******...***********
FLOW PROCESS FROM NODE 2202.00 TO NODE 2203.00 IS CODE - 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
*===========================================================================
I
UPSTREAM NODE ELEVATION - 1075.00
DOWNSTREAM NODE ELEVATION - 1071.00
CHANNEL LENGTH THRU SUBAREA(FEET) 450.00
CHANNEL SLOPE = .0089
CHANNEL FLOW THRU SUBAREA(CFS) - 5.91
FLOW VELOCITY(FEET/SEC) = 2.07 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) - 3.62 TC(MIN.) = 14.92
I
I
.*********************...*************....**********.**.*********.**********
FLOW PROCESS FROM NODE 2202.00 TO NODE 2203.00 IS CODE = 8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.912
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6853
SUBAREA AREA(ACRES) = 3.77 SUBAREA RUNOFF (CFS) =
TOTAL AREA (ACRES) = 7.42 TOTAL RUNOFF(CFS) =
TC(MIN) = 14.92
4.94
10.86
I
c===========================================================================
I
END OF STUDY SUMMARY:
PEAK FLOW RATE (CFS) =
TOTAL AREA(ACRES) =
10.86
7.42
Tc(MIN.) =
14.92
I
z===========================================================================
END OF RATIONAL METHOD ANALYSIS
I
I
I
I
I
I
I
~
I
I
I 1DO-YEAR DESIGN STORM
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I - 40-
I ~\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "A"
A,V
I
I
I
**._....__._._____..___._.____._.._.____._._____________xxx_xxxxxxxx__*.____
I
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-90 Advanced Engineering Software (aes)
Ver. 5.5A Release Date: 5/23/90 Serial * 6276
I
Analysis prepared by:
I
J.F. DAVIDSON ASSOCIATES.INC
TEMECULA REGIONAL OFFICE
27349 JEFFERSON AVE. SUITE 115
TEMECULA CA 92390
I
___._._______._.__________ DESCRIPTION OF STUDY XXXXXXXXXXXXX_____________
* 100 YEAR FREQUENCY STORM HYDROLOGY FOR LOTS 7 AND 9 TR 3334
* REVISED JULY 22,1991 PER FIRST PLAN CHECK COMMENTS
* JULY 22, 1991
*xxxxxxxxxxx______________________________._______*___xxx*xx_x*x**_*__**_*
*
I
*
*
I
FILE NAME: ELI100YR.DAT
TIME/DATE OF STUDY: 10:54
7/22/1991
----------------------------------------------------------------------------
I
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
I
USER SPECIFIED STORM EVENT (YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) - 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE
10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) =
10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) =
100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) =
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR)
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE =
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE =
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 l-HOUR INTENSITY(INCH/HOUR) = 1.3000
SLOPE OF INTENSITY DURATION CURVE = .5496
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
FOR FRICTION
2.360
.880
3.480
1. 300
.5505732
.5495536
SLOPE =
.95
I
I
I
I
I
I
I
I
1>..$
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
***********************.*.***********.*********.*************************.*.
FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
=-===----===---=----====--===-------====----================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC - K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH - 400.00
UPSTREAM ELEVATION - 1102.00
DOWNSTREAM ELEVATION = 1095.00
ELEVATION DIFFERENCE - 7.00
TC - .533*[( 400.00**3)/( 7.00)]**.2 = 13.141
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.995
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT - .7500
SUBAREA RUNOFF (CFS) - 2.81
TOTAL AREA(ACRESl - 1.25 TOTAL RUNOFF(CFS) - 2.81
~
I
I
I
*********************************.******.*************...****-*-------*-----
FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE - 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
_~c=======c===========================================================c=====
I
UPSTREAM NODE ELEVATION - 1095.00
DOWNSTREAM NODE ELEVATION - 1085.00
CHANNEL LENGTH THRU SUBAREA(FEET) - 270.00
CHANNEL SLOPE - .0370
CHANNEL FLOW THRU SUBAREA(CFS) - 2.81
FLOW VELOCITY(FEET/SEC) - 3.56 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) - 1.26 TC(MIN.) - 14.40
I
I
*************************.******************~*********x_xxx_**____.**_____*_
I
FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 2.848
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT - .7436
SUBAREA AREA(ACRES) 1.17 SUBAREA RUNOFF (CFS) -
TOTAL AREA(ACRES) - 2.42 TOTAL RUNOFF(CFS) -
TC(MIN) = 14.40
I
I
2.48
5.29
__*xx*x__________________________.**.*______*..**____*xxxxxxxxx*x___**_*.___
FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
I
========================================================c===================
I
UPSTREAM NODE ELEVATION - 1085.00
DOWNSTREAM NODE ELEVATION = 1071.00
CHANNEL LENGTH THRU SUBAREA(FEET) 240.00
CHANNEL SLOPE - .0583
CHANNEL FLOW THRU SUBAREA(CFS) - 5.29
FLOW VELOCITY(FEET/SEC) - 5.16 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = .77 TC(MIN.) - 15.18
I
I
-------------*-_._._********************************************************
FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE - 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
I
--==============-=====---==========================--=======================
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) - 2.767
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7398
SUBAREA AREA(ACRES) - 1.27 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) - 3.69 TOTAL RUNOFF(CFS) =
TC(MIN) = 15.18
I
I
2.60
7.88
~
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 1
I
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
------===============~======================================================
I
TOTAL NUMBER OF STREAMS - 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.18
RAINFALL INTENSITY(INCH/HR) = 2.77
TOTAL STREAM AREA(ACRES) - 3.69
PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.88
I
I
I
I
I
I
I
I
I
I
I
I
I
I
t>..~
I
I
I
.****.***************************************************************.******
FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 2
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
======_s_a====================___============================c==============
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 400.00
UPSTREAM ELEVATION - 1101.00
DOWNSTREAM ELEVATION - 10BB.00
ELEVATION DIFFERENCE - 13.00
TC = .533*[( 400.00**3)/( 13.00)]**.2 =
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .75B3
SUBAREA RUNOFF (CFS) = 2.43
TOTAL AREA(ACRES) = 1.00
11.610
3.206
I
I
I
TOTAL RUNOFF(CFS) =
2.43
I
*********.*.****************************************************************
FLOW PROCESS FROM NODE 1102.00 TO NODE 1003.00 IS CODE = 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
=============================================================e_=============
I
UPSTREAM NODE ELEVATION = 10B8.00
DOWNSTREAM NODE ELEVATION = 1071.00
CHANNEL LENGTH THRU SUBAREA(FEET) 350.00
CHANNEL SLOPE = .0486
CHANNEL FLOW THRU SUBAREA(CFS) = 2.43
FLOW VELOCITY(FEET/SEC) - 3.95 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 1.4B TC(MIN.) = 13.09
I
I
****************************************************************************
I
FLOW PROCESS FROM NODE 1102.00 TO NODE 1003.00 IS CODE = B
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
I
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.002
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7503
SUBAREA AREA(ACRES) - 1.33 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) = 2.33 TOTAL RUNOFF(CFS) =
TC(MIN) a 13.09
3.00
5.43
I
I
I
~"\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
**************.*********************************************..**************
FLOW PROCESS FROM NODE 1102.00 TO NODE 1003.00 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.1 - 13.09
RAINFALL INTENSITY(INCH/HRI - 3.00
TOTAL STREAM AREA(ACRES) - 2.33
PEAK FLOW RATE (CFS) AT CONFLUENCE - 5.43
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 12.22 13.09 3.002
2 12.89 15.18 2.767
COMPUTED CONFLUENCE ESTIMATES ARE
PEAK FLOW RATE (CFS) - 12.89
TOTAL AREA(ACRES) = 6.02
AS FOLLOWS:
Tc (MIN.) =
15.18
/:..%
I
I
I
****************************.***********************************************
FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE ~ 52
I
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
------------=-----=--------------==----=-======-=-=====--===============--==
I
I
UPSTREAM NODE ELEVATION - 1071.00
DOWNSTREAM NODE ELEVATION - 1066.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00
CHANNEL SLOPE = .0200
CHANNEL FLOW THRU SUBAREA (CFS) = 12.89
FLOW VELOCITY(FEET/SEC) - 3.77 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 1.10 TC(MIN.) = 16.28
I
****************************************************************************
I
FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) ~ 2.662
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7347
SUBAREA AREA(ACRES) = 1.72 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 7.74 TOTAL RUNOFF(CFS) -
TC(MIN) = 16.28
3.36
16.25
I
I
I
I
I
I
I
I
I
/Jf\
I
I
I
I
*************************************************************...***********.
FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 10
I
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK t 1 <<<<<
============================================================================
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~
I
I
I
I
*******************.******...*****.*******.****.******...**.............***.
FLOW PROCESS FROM NODE 1200.00 TO NODE 1201.00 IS CODE - 2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
=============================_===============================c=c===_====c===
I
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC - K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2
INITIAL SUBAREA FLOW-LENGTH - 400.00
UPSTREAM ELEVATION - 1099.00
DOWNSTREAM ELEVATION - 1086.00
ELEVATION DIFFERENCE - 13.00
TC - .533*[( 400.00**3)/( 13.00)J**.2 -
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7583
SUBAREA RUNOFF (CFS) = 4.50
TOTAL AREA(ACRES) - 1.85
11.610
3.206
I
I
TOTAL RUNOFF(CFS) =
4.50
I
*******.**.*..****..***....***.****..**.**....**.**...*...**...*.****.***.**
FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
ce======cc=======================_==_=======================================
I
UPSTREAM NODE ELEVATION - 1086.00
DOWNSTREAM NODE ELEVATION = 1067.00
CHANNEL LENGTH THRU SUBAREA(FEET) =
CHANNEL SLOPE = .0543
CHANNEL FLOW THRU SUBAREA(CFS) -
FLOW VELOCITY(FEET/SEC) = 4.80 (PER
TRAVEL TIME (MIN.) = 1.22 TC(MIN.)
350.00
I
4.50
PLATE D-6.1)
12.83
I
*******...**..******...*...*.***.....**..*****..****************************
I
FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
=========================-============-=====================================
I
I
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.035
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7516
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) = 3.15 TOTAL RUNOFF(CFS) =
TC(MIN) = 12.83
2.97
7.46
I
I
I
6\
I
I
I
I
*******.********************************************************************
FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
,
________a___=_=======_==========DD====__=_==================================
I
TOTAL NUMBER OF STREAMS - 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) - 12.83
RAINFALL INTENSITY (INCH/HR) - 3.04
TOTAL STREAM AREA(ACRES) - 3.15
PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.46
I
I
I
I
I
I
I
I
I
I
I
I
I
I
oSt/
I
I
I
I
********.******************************.***************************.********
FLOW PROCESS FROM NODE 1300.00 TO NODE 1301.00 IS CODE a 2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC - K*[(LENGTH**3l/(ELEVATION CHANGEl]**.2
INITIAL SUBAREA FLOW-LENGTH - 390.00
UPSTREAM ELEVATION - 1097.00
DOWNSTREAM ELEVATION - 1085.00
ELEVATION DIFFERENCE - 12.00
TC - .533*[( 390.00**3)/( 12.00l]**.2 -
100.00 YEAR RAINFALL INTENSITY (INCH/HOURl
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT - .7583
SUBAREA RUNOFF (CFSl - 3.74
TOTAL AREA(ACRESl - 1.54
11.620
3.204
I
I
I
TOTAL RUNOFF(CFS) -
3.74
I
****************************************************************************
FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION = 1085.00
DOWNSTREAM NODE ELEVATION = 1068.00
CHANNEL LENGTH THRU SUBAREA(FEET) 150.00
CHANNEL SLOPE - .1133
CHANNEL FLOW THRU SUBAREA(CFS) - 3.74
NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION
FLOW VELOCITY(FEET/SEC) - 6.24 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) - .40 TC(MIN.l = 12.02
I
I
I
******************.*.*******.**********.*.**********************************
FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = B
>>>>>ADDITION OF.SUBAREA TO MAINLINE PEAK FLOW<<<<<
I
================_====s___o=___===_=====__=========g=========================
I
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.145
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7560
SUBAREA AREA(ACRES) a .97 SUBAREA RUNOFF(CFSl =
TOTAL AREA(ACRES) - 2.51 TOTAL RUNOFF(CFS) -
TC(MIN) - 12.02
2.31
6.05
I
I
I
~~
I
I
I
I
*_*_._______...*___*_______._..._.___.________.__.._.____*___a______________
FLOW PROCESS FROM NODE 1302.00 TO NODE 1202.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
----===--=============================-=--=============================----=
I
UPSTREAM NODE ELEVATION - 1068.00
DOWNSTREAM NODE ELEVATION - 1067.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00
CHANNEL SLOPE = .0037
CHANNEL FLOW THRU SUBAREA(CFS) = 6.05
FLOW VELOCITY(FEET/SEC) = 1.34 (PER PLATE 0-6.1)
TRAVEL TIME (MIN.) - 3.35 TC(MIN.) - 15.37
I
I
*********.******************.*****.*.*****************____a*_aa_a___________
I
I
FLOW PROCESS FROM NODE 1302.00 TO NODE 1202.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
-===========================================================================
I
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.748
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT - .7389
SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) - 3.85 TOTAL RUNOFF(CFS) =
TC(MIN) = 15.37
2.72
8.77
I
I
I
I
I
I
I
I
I
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1302.00 TO NODE 1202.00 IS CODE c 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.) c 15.37
RAINFALL INTENSITY(INCH/HR) - 2.75
TOTAL STREAM AREA(ACRES) c 3.85
PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.77
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 14.78 12.83 3.035
2 15.53 15.37 2.748
COMPUTED CONFLUENCE ESTIMATES ARE
PEAK FLOW RATE(CFS) - 15.53
TOTAL AREA(ACRES) = 7.00
AS FOLLOWS:
Tc (MIN.) =
15.37
ci
't>
I
I
I
I
....***********...***.**********...*********..********.*.*...***************
FLOW PROCESS FROM NODE 1202.00 TO NODE 1004.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
__a_=__=_=============_================_===========================_====ce==
I
UPSTREAM NODE ELEVATION - 1067.00
DOWNSTREAM NODE ELEVATION - 1066.00
CHANNEL LENGTH THRU SUBAREA(FEET) - 400.00
CHANNEL SLOPE - .0025
CHANNEL FLOW THRU SUBAREA(CFS) - 15.53
FLOW VELOCITY(FEET/SEC) - 1.40 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) - 4.76 TC(MIN.) = 20.13
I
I
*************.***********.***.*.*...******.**....************.......***.***.
I
I
FLOW PROCESS FROM NODE 1202.00 TO NODE 1004.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
=============================Q==========================~===================
I
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.369
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT - .7184
SUBAREA AREA(ACRES) - 1.21 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) = 8.21 TOTAL RUNOFF(CFS) =
TC(MIN) = 20.13
2.06
17.59
I
I
I
I
I
I
I
I
+
I
I
I
I
I
**************************.***.***********..********************************
FLOW PROCESS FROM NODE 1202.00 TO NODE 1004.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK . 1 WITH THE MAIN-STREAM MEMORY<<<<<
----------------====----==-------=====----------------==========-=====--====
I
I
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 30.47 16.28 2.662
2 32.05 20.13 2.369
I
COMPUTED CONFLUENCE ESTIMATES ARE
PEAK FLOW RATEICFS) - 32.05
TOTAL AREA(ACRES) - 15.95
AS FOLLOWS:
Tc(MIN.) =
20.13
I
***************************.*.**********************************************
FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
=============================-============================================-=
I
I
UPSTREAM NODE ELEVATION - 1066.00
DOWNSTREAM NODE ELEVATION = 1060.00
CHANNEL LENGTH THRU SUBAREA(FEET) 300.00
CHANNEL SLOPE = .0200
CHANNEL FLOW THRU SUBAREA(CFS) = 32.05
FLOW VELOCITY(FEET/SEC) = 4.82 (PER PLATE 0-6.1)
TRAVEL TIME (MIN.) = 1.04 TC(MIN.) = 21.17
I
****************************************************************************
I
FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
I
-===========================================================================
I
I
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.305
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7143
SUBAREA AREAIACRES) = 2.27 SUBAREA RUNOFFICFS)
TOTAL AREA(ACRESl - 18.22 TOTAL RUNOFF (CFS) =
TC(MIN) = 21.17
3.74
35.78
I
I
I
~1
I
I
I
I,
****************************************************************************
FLOW PROCESS FROM NODE 1005.00 TO NODE 1006.00 IS CODE - 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
=a=c__=============================================================c========
I
UPSTREAM NODE ELEVATION - 1060.00
DOWNSTREAM NODE ELEVATION - 1059.00
CHANNEL LENGTH THRU SUBAREA(FEET) - 300.00
CHANNEL SLOPE - .0033
CHANNEL FLOW THRU SUBAREA(CFS) = 35.78
FLOW VELOCITY(FEET/SEC) - 2.03 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 2.46 TC(MIN.) = 23.63
I
I
****************************************************************************
I
I
I
FLOW PROCESS FROM NODE 1005.00 TO NODE 1006.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
==================-====-==-=_==_===========_===============acc_c===========_
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.169
SOIL CLASSIFICATION IS "cn
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7053
SUBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES I = 19.69 TOTAL RUNOFF(CFS) =
TC(MIN) = 23.63
2.25
38.03
I
I
I
I
I
I
I
I
I
";)/ffb
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "B"
~
..
I
I
*....--.-....---.-.---.-......-.-.-.-..-..-..-..--.-.-..--...---...----.....
FLOW PROCESS FROM NODE 1400.00 TO NODE 1401.00 IS CODE = 2
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
___________ae=========__===_______=======__============================ca___
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC - K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH - 300.00
UPSTREAM ELEVATION - 1100.00
DOWNSTREAM ELEVATION - 1090.00
ELEVATION DIFFERENCE - 10.00
TC - .533*[( 300.00**3)/( 10.00)]**.2 -
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS 'C'
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7660
SUBAREA RUNOFF(CFS) - 2.54
TOTAL AREA(ACRES) - .97
10.296
3.425
I
I
I
TOTAL RUNOFF(CFS)
2.54
I
I.
I
I
I
.....*.-..-.........--....-.--.-.--*.-..-.....--------*-*-*..-.--.-.---.-.-.
FLOW PROCESS FROM NODE 1401.00 TO NODE 1402.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
======================-===-=================================================
UPSTREAM NODE ELEVATION - 1090.00
DOWNSTREAM NODE ELEVATION = 1070.00
CHANNEL LENGTH THRU SUBAREA(FEET) -
CHANNEL SLOPE = .0889
CHANNEL FLOW THRU SUBAREA(CFS) -
FLOW VELOCITY(FEET/SEC) - 5.40 (PER
TRAVEL TIME (MIN.) = .69 TC(MIN.)
225.00
2.54
PLATE D-6.1)
10.99
**t_ttt*ttttt**___..._.___.__._.._.._.____________.___****__*ttttt_*________
FLOW PROCESS FROM NODE 1401.00 TO NODE 1402.00 IS CODE - 8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
================================================================-===========
I
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) - 3.304
SOIL CLASSIFICATION IS 'C'
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT - .7619
SUBAREA AREA(ACRES) = 1.56 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) = 2.53 TOTAL RUNOFF(CFS) =
TC(MIN) = 10.99
3.93
6.47
I
I
-
I
f.q~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "e"
~\
1
I
I
****.....--........-........-.--.--..-..-.....-....-..-**..-...--.-.....-.-.
FLOW PROCESS FROM NODE 2000.00 TO NODE 2001.00 IS CODE = 2
,
I
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
am__________~=====__===a==_____=======_=a========__====================ac===
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC - K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 400.00
UPSTREAM ELEVATION = 1102.00
DOWNSTREAM ELEVATION - 1088.00
ELEVATION DIFFERENCE - 14.00
TC - .533*[( 400.00**3)/( 14.00)]**.2 11.440
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.232
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT - .7593
SUBAREA RUNOFF(CFS) - 3.95
TOTAL AREA(ACRES) = 1.61 TOTAL RUNOFF(CFS) = 3.95
I
I
I
I
_.._tttt..._.._...___._......_.__._..._._._......__..._**._....._....____.__
FLOW PROCESS FROM NODE 2001.00 TO NODE 2002.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
=-==-=======================================================================
I
I
I.
UPSTREAM NODE ELEVATION - 1088.00
DOWNSTREAM NODE ELEVATION - 1084.00
CHANNEL LENGTH THRU SUBAREA(FEET) 320.00
CHANNEL SLOPE = .0125
CHANNEL FLOW THRU SUBAREA(CFS) = 3.95
FLOW VELOCITY(FEET/SEC) - 2.23 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 2.39 TC(MIN.) = 13.83
I
I
**..._.._._.__..______.____.._.....__.____.......*____***_ttttttttttt_____._
FLOW PROCESS FROM NODE 2001.00 TO NODE 2002.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.912
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7465
SUBAREA AREA(ACRES) = 3.04 SUBAREA RUNOFF (CFS) -
TOTAL AREA(ACRES) = 4.65 TOTAL RUNOFF(CFS) =
TC(MIN) - 13.83
6.61
10.56
I
I
I
c.V
I
I
I
._*---_._*_._--_._------------_._-.-.*--___________**_aaa*a***aaa*_____*__**
FLOW PROCESS FROM NODE 2002.00 TO NODE 2003.00 IS CODE = 52
I
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
=-----===========-=====_====_~a=============================================
I
I
UPSTREAM NODE ELEVATION - 1084.00
DOWNSTREAM NODE ELEVATION - 1078.87
CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00
CHANNEL SLOPE - .0205
CHANNEL FLOW THRU SUBAREA(CFS) - 10.56
FLOW VELOCITY(FEET/SEC) - 3.63 (PER PLATE 0-6.1)
TRAVEL TIME (MIN.) = 1.15 TC(MIN.) - 14.98
I
-------.-----.------*.--.-.-----.------_____________._aa***aaaa*a*________**
I
FLOW PROCESS FROM NODE 2002.00 TO NODE 2003.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
I
=e========c====cc======================================================e====
I
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 2.787
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT - .7408
SUBAREA AREA(ACRES) - 2.88 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) 7.53 TOTAL RUNOFF (CFS) =
TC(MIN) = 14.98
5.95
16.51
I
I
I
I
I
I
I
I
I
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "0"
~
I
I
I
_._._____._*.._...____..__.___._..._._..___.__.._____.._.t*t..t*....__.___..
FLOW PROCESS FROM NODE 2100.00 TO NODE 2101.00 IS CODE - 2
I
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
---~=----------=-=----=------==---======----============--==================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC - K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH - 300.00
UPSTREAM ELEVATION - 1102.00
DOWNSTREAM ELEVATION - 1098.00
ELEVATION DIFFERENCE - 4.00
TC - .533*[( 300.00**3)/( 4.00)]**.2 -
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) -
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7541
SUBAREA RUNOFF (CFS) = 1.52
TOTAL AREA(ACRES) = .65
12.367
3.097
I
I
I
TOTAL RUNOFF(CFS)
1. 52
I
t*__________._.______._.___*________*_..__.__.._*__*__*_**t*._____*_**_*____
FLOW PROCESS FROM NODE 2101.00 TO NODE 2102.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
========e===================================================================
I
UPSTREAM NODE ELEVATION = 1098.00
DOWNSTREAM NODE ELEVATION = 1089.00
CHANNEL LENGTH THRU SUBAREA(FEET) =
CHANNEL SLOPE = .0360
CHANNEL FLOW THRU SUBAREA(CFS) =
FLOW VELOCITY(FEET/SEC) - 3.09 (PER
TRAVEL TIME (MIN.) = 1.35 TC (MIN. )
250.00
I
1.52
PLATE D-6.1)
13.72
I
**ttt**ttttt*_.*__________*__*__*_**__*_**_*__*******.***t*t**ttttt*_**_*__*
I
FLOW PROCESS FROM NODE 2101.00 TO NODE 2102.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================~===============
I
100.00 YEAR RAINFALL INTENSITY(INCH!HOUR) = 2.925
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7470
SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) = 2.14 TOTAL RUNOFF(CFS) =
TC(MIN) = 13.72
3.26
4.77
I
I
I
f.4~
I
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 2102.00 TO NODE 2103.00 IS CODE a 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
----=---====--=====-=--=---==-==-=====------===-======================---===
I
UPSTREAM NODE ELEVATION - 1089.00
DOWNSTREAM NODE ELEVATION - 1080.00
CHANNEL LENGTH THRU SUBAREA(FEET) - 320.00
CHANNEL SLOPE = .0281
CHANNEL FLOW THRU SUBAREA(CFS) - 4.77
FLOW VELOCITY(FEET/SEC) - 3.50 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 1.52 TC (MIN.) = 15.24
I
I
****************************************************************************
FLOW PROCESS FROM NODE 2102.00 TO NODE 2103.00 IS CODE = 8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.761
SOIL CLASSIFICATION IS nc"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7395
SUBAREA AREA(ACRES) 1.10 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 3.24 TOTAL RUNOFF(CFS) =
TC(MIN) = 15.24
2.25
7.02
I
I
****************************************************************************
FLOW PROCESS FROM NODE 2103.00 TO NODE 2104.00 IS CODE = 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION = 1080.00
DOWNSTREAM NODE ELEVATION = 1079.95
CHANNEL LENGTH THRU SUBAREA(FEET) - 450.00
CHANNEL SLOPE = .0001
CHANNEL FLOW THRU SUBAREA(CFS) a 7.02
NOTE: CHANNEL SLOPE OF .001 WAS ASSUMED IN VELOCITY ESTIMATION
FLOW VELOCITY(FEET/SEC) - .72 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) a 10.36 TC(MIN.) = 25.60
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 2103.00 TO NODE 2104.00 IS CODE = 8
----------------------------------------------------------------------------
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.076
SOIL CLASSIFICATION IS "cn
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6984
SUBAREA AREA(ACRES) = 3.94 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) = 7.18 TOTAL RUNOFF(CFS) =
TC(MIN) - 25.60
5.71
12.73
(jP
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "E"
(, "\
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 2200.00 TO NODE 2201.00 IS CODE = 2
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
-===================-=======================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC - K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2
INITIAL SUBAREA FLOW-LENGTH - 300.00
UPSTREAM ELEVATION - 1100.00
DOWNSTREAM ELEVATION - 1087.00
ELEVATION DIFFERENCE - 13.00
TC = .533*[( 300.00**3)/( 13.00)J**.2 =
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7693
SUBAREA RUNOFF (CFS) - 2.44
TOTAL AREA(ACRES) - .90
9.770
3.525
I
I
I
TOTAL RUNOFF(CFS)
2.44
I
****************************************************************************
FLOW PROCESS FROM NODE 2201.00 TO NODE 2202.00 IS CODE = 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION = 1087.00
DOWNSTREAM NODE ELEVATION = 1075.00
CHANNEL LENGTH THRU SUBAREA(FEET) =
CHANNEL SLOPE = .0400
CHANNEL FLOW THRU SUBAREA (CFS) =
FLOW VELOCITY(FEET/SEC) = 3.59 (PER
TRAVEL TIME (MIN.) = 1.39 TC(MIN.)
300.00
I
2.44
PLATE 0-6.1)
11.16
I
****************************************************************************
I
FLOW PROCESS FROM NODE 2201.00 TO NODE 2202.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
=================================-==========================================
I
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.276
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7609
SUBAREA AREA(ACRES) 2.75 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) = 3.65 TOTAL RUNOFF(CFS) =
TC(MIN) - 11.16
6.85
9.29
I
I
I
(/6
I
I
I
I
***************************.*****..*********...****...**********..********.*
FLOW PROCESS FROM NODE 2202.00 TO NODE 2203.00 IS CODE - 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
----=------===--========----=--=======================-============-========
I
UPSTREAM NODE ELEVATION - 1075.00
DOWNSTREAM NODE ELEVATION - 1071.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00
CHANNEL SLOPE - .0089
CHANNEL FLOW THRU SUBAREA(CFS) - 9.29
FLOW VELOCITY(FEET!SEC) - 2.31 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) - 3.24 TC(MIN.) - 14.40
I
I
...*...*****.**.**....**..****.*******..*******.***...*********.************
I
FLOW PROCESS FROM NODE 2202.00 TO NODE 2203.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
100.00 YEAR RAINFALL INTENSITY (INCH!HOUR) = 2.848
SOIL CLASSIFICATION IS .C.
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7436
SUBAREA AREA(ACRES) - 3.77 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) - 7.42 TOTAL RUNOFF(CFS) -
TC(MIN) - 14.40
7.98
17.28
I
I
============================================================================
END OF STUDY SUMMARY:
PEAK FLOW RATE (CFS) =
TOTAL AREA(ACRES) =
17 .28
7.42
Tc (MIN.) =
14.40
I
============================================================================
END OF RATIONAL METHOD ANALYSIS
I
I
I
I
I
I
()\
I
I
I APPENDIX C
I PEAK FLOW RATES
(PROPOSED CONDITIONS)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I - 69- ,"\0
I
I
I
I
I
I
I
I
I
I
I
I
I
I.
I
I
I
I
I
I
1o-YEAR DESIGN STORM
-70 -
v\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "A"
,\//
I
I
I
****************************************************************************
I
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-91 Advanced Engineering Software (aes)
Ver. 5.9D Release Date: 5/09/91 Serial #9643
I
Analysis prepared by:
I
JF DAVIDSON ASSOC., INC.
27349 Jefferson Ave., Suite 115
P.O. Box 340
Temecula, CA. 92590
I
************************** DESCRIPTION OF STUDY **************************
* PROPOSED MASS GRADING 10 YEAR FREQUENCY STORM HYDROLOGY
* 2ND PLAN CHECK REVISIONS
* 9 SEPT 1991
*
*
*
I
**************************************************************************
I
FILE NAME: ELIlOPR.DAT
TIME/DATE OF STUDY: 10:55
9/ 9/1991
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
I
I
USER SPECIFIED STORM EVENT (YEAR) ~ 10.00
SPECIFIED MINIMUM PIPE SIZE (INCH) ~ 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE
10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) =
10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) =
100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR)
100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR)
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE =
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE =
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 I-HOUR INTENSITY (INCH/HOUR)
SLOPE OF INTENSITY DURATION CURVE = .5506
SPECIFIED CONSTANT RUNOFF COEFFICIENT - .850
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
FOR FRICTION
2.360
.880
3.480
1. 300
.5505732
.5495536
SLOPE
.95
I
I
I
.8888
I
I
I
I
I
\?
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH ~ 370.00
UPSTREAM ELEVATION = 1092.00
DOWNSTREAM ELEVATION = 1070.00
ELEVATION DIFFERENCE = 22.00
TC = .533*[( 370.00**3)/( 22.00)]**.2 9.973
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.387
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA RUNOFF (CFS) 3.00
TOTAL AREA(ACRES) ,= 1.48 TOTAL RUNOFF(CFS) 3.00
I
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION = 1070.00
DOWNSTREAM NODE ELEVATION ~ 1061.70
CHANNEL LENGTH THRU SUBAREA (FEET)
CHANNEL SLOPE = .0415
CHANNEL FLOW THRU SUBAREA (CFS) ~
FLOW VELOCITY(FEET/SEC) = 3.83 (PER
TRAVEL TIME(MIN.) ~ .87 TC(MIN.)
200.00
I
3.00
PLATE D-6.1)
10.84
I
****************************************************************************
FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE ~ 8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.280
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 5.25 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) 6.73 TOTAL RUNOFF(CFS) =
TC(MIN) = 10.77
10.17
13.18
I
I
I
I
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "B"
\~
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1400.00 TO NODE 1401.00 IS CODE = 21
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 950.00
UPSTREAM ELEVATION = 1098.00
DOWNSTREAM ELEVATION = 1060.00
ELEVATION DIFFERENCE = 38.00
TC = .533*(( 950.00**3)/( 38.00)]**.2
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA RUNOFF (CFS) 9.74
TOTAL AREA (ACRES) = 6.17
I
I
15.743
1. 857
I
TOTAL RUNOFF(CFS)
I
9.74
****************************************************************************
FLOW PROCESS FROM NODE 1401.00 TO NODE 1402.00 IS CODE = 9
>>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
I
============================================================================
UPSTREAM NODE ELEVATION = 1060.50
DOWNSTREAM NODE ELEVATION = 1056.91
CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00
"V" GUTTER WIDTH (FEET) = 5.00 GUTTER HIKE (FEET)
PAVEMENT LIP (FEET) = .001 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = .13000
MAXIMUM DEPTH (FEET) = 1.51
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 1.832
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC) =
AVERAGE FLOWDEPTH(FEET) = 1.50 FLOODWIDTH(FEET)
"V" GUTTER FLOW TRAVEL TIME(MIN) = .39 TC(MIN)
SUBAREA AREA(ACRES) = 4.52 SUBAREA RUNOFF (CFS)
SUMMED AREA(ACRES) = 10.69 TOTAL RUNOFF(CFS)
I
I
I
I
I
I
1.500
9.43
5.00
16 .13
7.04
16.78
NOTE:TRAVELTIME ESTIMATES BASED ON NORMAL DEPTH
IN A FLOWING-FULL GUTTER(NORMAL DEPTH = GUTTER HIKE)
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH (FEET) = 1.50 FLOODWIDTH(FEET) = 5.00
FLOW VELOCITY(FEET/SEC.) = 9.43 DEPTH*VELOCITY
'I
I
I
14.14
~
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1402.00 TO NODE 1403.00 IS CODE = 9
I
>>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION = 1056.91
DOWNSTREAM NODE ELEVATION = 1050.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 680.00
"V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE (FEET)
PAVEMENT LIP (FEET) = .001 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = .13000
MAXIMUM DEPTH(FEET) = 1.51
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 1.743
'USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC)
AVERAGE FLOWDEPTH(FEET) = 1.50 FLOODWIDTH(FEET)
"V" GUTTER FLOW TRAVEL TIME (MIN) 1.52 TC (MIN)
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF (CFS)
SUMMED AREA(ACRES) = 14.59 TOTAL RUNOFF(CFS)
I
I
I
I
1.500
7.44
5.00
17.65
5.78
22.55
NOTE:TRAVELTIME ESTIMATES BASED ON NORMAL DEPTH
IN A FLOWING-FULL GUTTER(NORMAL DEPTH = GUTTER HIKE)
I
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH (FEET) = 1.50 FLOODWIDTH(FEET) = 5.00
FLOW VELOCITY(FEET/SEC.) = 7.44 DEPTH'VELOCITY
I
============================================================================
11.16
END OF STUDY SUMMARY:
PEAK FLOW RATE (CFS) =
TOTAL AREA(ACRES) =
TC (MIN.) =
17.65
I
22.55
14.59
END OF RATIONAL METHOD ANALYSIS
I
I
I
I
I
I
I
,,\v
I
I
I
I
I
I
I
I
I
I
1
I
I
I
I
I
I
I
I
BASIN "E"
,~
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1100.00 TO NODE 1101.00 IS CODE ~ 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH ~ 400.00
UPSTREAM ELEVATION = 1103.00
DOWNSTREAM ELEVATION = 1092.00
ELEVATION DIFFERENCE = 11.00
TC = .533*[( 400.00**3)/( 11.00)]**.2 12.005
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.155
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA RUNOFF(CFS) 3.88
TOTAL AREA (ACRES) = 2.12 TOTAL RUNOFF (CFS) 3.88
I
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE ~ 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION = 1092.00
DOWNSTREAM NODE ELEVATION ~ 1088.00
CHANNEL LENGTH THRU SUBAREA (FEET) 220.00
CHANNEL SLOPE = .0182
CHANNEL FLOW THRU SUBAREA (CFS) = 3.88
FLOW VELOCITY(FEET/SEC) = 2.68 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 1.37 TC(MIN.) - 13.37
I
I
I
I
I
I
I
I
,<\
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 8
----------------------------------------------------------------------------
I
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.031
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 2.16 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) 4.28 TOTAL RUNOFF(CFS) =
TC(MIN) = 13.37
3.73
7.61
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
I
UPSTREAM NODE ELEVATION = 1088.00
DOWNSTREAM NODE ELEVATION = 1078.90
CHANNEL LENGTH THRU SUBAREA (FEET)
CHANNEL SLOPE = .0455
CHANNEL FLOW THRU SUBAREA(CFS) =
FLOW VELOCITY (FEET/SEC) = 4.98 (PER
TRAVEL TIME (MIN.) = .67 TC(MIN.)
200.00
7.61
PLATE D-6.1)
14.04
I
****************************************************************************
FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE ~ 8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 1.977
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 2.52 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) 6.80 TOTAL RUNOFF(CFS) =
TC(MIN) = 14.04
4.24
11.85
I
I
1
I
I
I
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "F"
~\
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1200.00 TO NODE 1201.00 IS CODE = 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3l/(ELEVATION CHANGE)J**.2
INITIAL SUBAREA FLOW-LENGTH = 280.00
UPSTREAM ELEVATION = 1100.00
DOWNSTREAM ELEVATION = 1092.00
ELEVATION DIFFERENCE = 8.00
TC = .533*(( 280.00**3l/( 8.00)J**.2
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR)
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA RUNOFF (CFS) 1.15
TOTAL AREA(ACRES) = .58
10.329
2.341
I
I
I
TOTAL RUNOFF(CFS)
1.15
I
****************************************************************************
FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE = 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION = 1092.00
DOWNSTREAM NODE ELEVATION = 1084.00
CHANNEL LENGTH THRU SUBAREA (FEET)
CHANNEL SLOPE = .0267
CHANNEL FLOW THRU SUBAREA (CFS) .=
FLOW VELOCITY(FEET/SEC) = 2.52 (PER
TRAVEL TIME (MIN.) = 1. 99 TC (MIN. )
300.00
I
1.15
PLATE D-6.1)
12.32
I
****************************************************************************
FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE = 8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.125
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA (ACRES) 1. 95 SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES l 2.53 TOTAL RUNOFF (CFS l =
TC(MIN) = 12.32
3.52
4.68
I
I
I
fO~
I
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1202.00 TO NODE 1203.00 IS CODE ~ 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
=========================~================-=================================
I
UPSTREAM NODE ELEVATION = 1084.00
DOWNSTREAM NODE ELEVATION = 1075.90
CHANNEL LENGTH THRU SUBAREA (FEET)
CHANNEL SLOPE = .0238
CHANNEL FLOW THRU SUBAREA (CFS) ~
FLOW VELOCITY(FEET/SEC) = 3.21 (PER
TRAVEL TIME (MIN.) ~ 1.77 TC(MIN.)
340.00
I
4.68
PLATE D-6.1)
14.08
I
****************************************************************************
I
FLOW PROCESS FROM NODE 1202.00 TO NODE 1203.00 IS CODE ~ 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.974
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 4.70 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) ~ 7.23 TOTAL RUNOFF(CFS) =
TC(MIN) = 14.08
7.89
12.56
I
I
I
I
I
I
I
I
I
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "G"
~A.
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1200.00 TO NODE 1301.00 IS CODE = 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 580.00
UPSTREAM ELEVATION = 1100.00
DOWNSTREAM ELEVATION = 1086.00
ELEVATION DIFFERENCE = 14.00
TC = .533*[( 580.00**3)/( 14.00)]**.2
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR)
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA RUNOFF (CFS) 1. 55
TOTAL AREA (ACRES) = .93
14.297
1.958
I
I
I
TOTAL RUNOFF(CFS)
1. 55
I
****************************************************************************
FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
UPSTREAM NODE ELEVATION = 1086.00
DOWNSTREAM NODE ELEVATION = 1082.00
CHANNEL LENGTH THRU SUBAREA (FEET)
CHANNEL SLOPE = .0211
CHANNEL FLOW THRU SUBAREA(CFS) =
FLOW VELOCITY(FEET/SEC) = 2.37 (PER
TRAVEL TIME (MIN.) = 1.34 TC (MIN. )
190.00
I
1.55
PLATE D-6.1)
15.63
I
****************************************************************************
I
FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.864
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 1.07 SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) 2.00 TOTAL RUNOFF(CFS) =
TC(MIN) ~ 15.63
1. 70
3.24
I
I
I
~
I
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1302.00 TO NODE 1303.00 IS CODE ~ 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION = 1082.00
DOWNSTREAM NODE ELEVATION = 1076.00
CHANNEL LENGTH THRU SUBAREA(FEET)
CHANNEL SLOPE = .0207
CHANNEL FLOW THRU SUBAREA (CFS) ~
FLOW VELOCITY(FEET/SEC) = 2.75 (PER
TRAVEL TIME (MIN.) = 1.76 TC(MIN.)
290.00
I
3.24
PLATE D-6.1)
17.39
I
****************************************************************************
I
FLOW PROCESS FROM NODE 1302.00 TO NODE 1303.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
I
10.00 YEAK RAINFALL INTENSITY(INCH/HOUR) = 1.758
'USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 1.79 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) 3.79 TOTAL RUNOFF(CFSI ~
TC(MIN) = 17.39
2.67
5.92
I
****************************************************************************
FLOW PROCESS FROM NODE 1303.00 TO NODE 1304.00 IS CODE ~ 52
I
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
I
============================================================================
I
UPSTREAM NODE ELEVATION = 1076.00
DOWNSTREAM NODE ELEVATION = 1071.00
CHANNEL LENGTH THRU SUBAREA(FEET)
CHANNEL SLOPE = .0227
CHANNEL FLOW THRU SUBAREA(CFS) ~
FLOW VELOCITY(FEET/SEC) = 3.31 (PER
TRAVEL TIME (MIN.) = 1.11 TC(MIN.)
220.00
I
5.92
PLATE D-6.1)
18.50
****************************************************************************
I
FLOW PROCESS FROM NODE 1303.00 TO NODE 1304.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.699
'USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 1.69 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) 5.48 TOTAL RUNOFF(CFS) =
TC(MIN) = 18.50
2.44
8.36
I
~
I
I
I
I 100-YEAR DESIGN STORM
I
I
I
I
-I
I
I
I
I
I
I
I
I
I
I - 86-
~
I
I
I
I
I
I
I
I
I
I
I.
I
I
I
I
I
I
I
I
I
BASIN "A"
~9>
I
I
****************************************************************************
I
I
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-91 Advanced Engineering Software (aes)
Ver. 5.9D Release Date: 5/09/91 Serial #9643
I
Analysis prepared by:
I
JF DAVIDSON ASSOC., INC.
27349 Jefferson Ave., Suite 115
P.O. Box 340
Temecu1a, CA. 92590
I
************************** DESCRIPTION OF STUDY **************************
. PROPOSED MASS GRADING 100 YEAR FREQUENCY STORM HYDROLOGY
. 2nd PLAN CHECK REVISIONS
. 9 SEPT 1991
.
.
.
I
**************************************************************************
I
FILE NAME: ELI100PR.DAT
TIME/DATE OF STUDY: 11: 3
9/ 9/1991
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
I
I
----------------------------------------------------------------------------
I
USER SPECIFIED STORM EVENT (YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE
10-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) =
10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) =
100-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR)
100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR)
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE ~
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE =
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 I-HOUR INTENSITY(INCH/HOUR) = 1.3000
SLOPE OF INTENSITY DURATION CURVE = .5496
SPECIFIED CONSTANT RUNOFF COEFFICIENT = .850
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
FOR FRICTION
2.360
.880
3.480
1.300
.5505732
.5495536
SLOPE
.95
I
I
I
I
I
I
I
~
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 21
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 370.00
UPSTREAM ELEVATION ~ 1092.00
DOWNSTREAM ELEVATION = 1070.00
ELEVATION DIFFERENCE - 22.00
TC ~ .533*[( 370.00**3)/( 22.00)]**.2
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) -
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA RUNOFF(CFS) 4.38
TOTAL AREA(ACRES) ~ 1.48
9.973
3.485
I
I
I
TOTAL RUNOFF(CFS)
4.38
I
****************************************************************************
FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE ~ 52
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION ~ 1070.00
DOWNSTREAM NODE ELEVATION = 1061.70
CHANNEL LENGTH THRU SUBAREA (FEET)
CHANNEL SLOPE ~ .0415
CHANNEL FLOW THRU SUBAREA(CFS) =
FLOW VELOCITY(FEET/SEC) = 4.17 (PER
TRAVEL TIME (MIN.) ~ .80 TC(MIN.)
200.00
I
4.38
PLATE D-6.1)
10.77
I
****************************************************************************
FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE - 8
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.340
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 5.25 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) 6.73 TOTAL RUNOFF(CFS) ~
TC(MIN) = 10.77
14.91
19.29
I
I
I
I
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "8"
C\\
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1400.00 TO NODE 1401.00 IS CODE ~ 21
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 950.00
UPSTREAM ELEVATION = 1098.00
DOWNSTREAM ELEVATION = 1060.50
ELEVATION DIFFERENCE = 37.50
TC = .533*[( 950.00**3)/( 37.50)]**.2 =
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA RUNOFF(CFS) 14.20
TOTAL AREA(ACRES) = 6.17
I
I
15.784
2.708
I
I
TOTAL RUNOFF(CFS)
14.20
****************************************************************************
FLOW PROCESS FROM NODE 1401.00 TO NODE 1402.00 IS CODE ~ 9
I
>>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION = 1060.50
DOWNSTREAM NODE ELEVATION ~ 1056.91
CHANNEL LENGTH THRU SUBAREA (FEET) = 270.00
"V" GUTTER WIDTH (FEET) = 5.00 GUTTER HIKE (FEET)
PAVEMENT LIP (FEET) = .001 MANNING'S N = .0150
PAVEMENT CROSSFALL(DEClMAL NOTATION) = .13000
MAXIMUM DEPTH (FEET) ~ 1.51
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.659
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC)
AVERAGE FLOWDEPTH(FEET) - 1.50 FLOODWIDTH(FEET)
"V" GUTTER FLOW TRAVEL TIME (MIN) = .53 TC (MIN) =
SUBAREA AREA (ACRES) = 4.52 SUBAREA RUNOFF (CFS)
SUMMED AREA(ACRES) = 10.69 TOTAL RUNOFF(CFS)
I
I
I
I
1.500
8.51
5.00
16.31
10.22
24.42
NOTE:TRAVELTIME ESTIMATES BASED ON NORMAL DEPTH
IN A FLOWING-FULL GUTTER(NORMAL DEPTH = GUTTER HIKE)
I
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH (FEET) = 1.50 FLOODWIDTH(FEET) = 5.00
FLOW VELOCITY(FEET/SEC.) = 8.51 DEPTH*VELOCITY
I
I
I
12.77
Q,)/"
I
I
I
****************************************************************************
I
>>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<<
FLOW PROCESS FROM NODE 1402.00 TO NODE 1403.00 IS CODE ~ 9
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
UPSTREAM NODE ELEVATION = 1056.91
DOWNSTREAM NODE ELEVATION = 1050.00
CHANNEL LENGTH THRU SUBAREA (FEET) = 680.00
"V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE (FEET) =
PAVEMENT LIP (FEET) = .001 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = .13000
MAXIMUM DEPTH (FEET) = 1.51
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.533
'USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC)
AVERAGE FLOWDEPTH(FEET) = 1.51 FLOODWIDTH(FEET)
"V" GUTTER FLOW TRAVEL TIME (MIN) 1.51 TC (MIN)
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF (CFS)
SUMMED AREA (ACRES) = 14.59 TOTAL RUNOFF(CFS) =
I
I
I
I
1.500
7.52
5.15
17.82
8.40
32.82
==>>ERROR:FLOW EXCEEDS CAPACITY OF CHANNEL WITH
NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH.
AS AN APPROXIMATION, TRAVELTIME CALCULATIONS ARE BASED
ON FLOWDEPTH EQUAL TO THE SPECIFIED MAXIMUM ALLOWABLE DEPTH.
I
I
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH (FEET) = 1.51 FLOODWIDTH(FEET) 5.15
FLOW VELOCITY(FEET/SEC.) ~ 8.62 DEPTH'VELOCITY
=--=========================================================================
13.03
I
END OF STUDY SUMMARY:
PEAK FLOW RATE (CFS) =
TOTAL AREA(ACRES) =
32.82
14 .59
TC (MIN.) =
17.82
I
END OF RATIONAL METHOD ANALYSIS
========================================================================a===
I
I
I
I
I
I
a..?7
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "E"
oA
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1.00.00 TO NODE 1101.00 IS CODE ~ 21
I
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 400.00
UPSTREAM ELEVATION = 1103.00
DOWNSTREAM ELEVATION = 1092.00
ELEVATION DIFFERENCE = 11.00
TC = .533*[( 400.00**3)/( 11.00)]**.2
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA RUNOFF(CFS) 5.67
TOTAL AREA(ACRES) = 2.12
12.005
3.148
I
I
I
TOTAL RUNOFF(CFS)
5.67
I
****************************************************************************
FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION - 1092.00
DOWNSTREAM NODE ELEVATION = 1088.00
CHANNEL LENGTH THRU SUBAREA(FEET)
CHANNEL SLOPE = .0182
CHANNEL FLOW THRU SUBAREA(CFS) =
FLOW VELOCITY (FEET/SEC) = 2.93 (PER
TRAVEL TIME (MIN.) ~ 1.25 TC(MIN.)
220.00
I
5.67
PLATE D-6.1)
13.26
I
****************************************************************************
FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.981
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 2.16 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) 4.28 TOTAL RUNOFF(CFS) =
TC(MIN) = 13.26
5.47
11.14
I
I
I
~
I
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
I
UPSTREAM NODE ELEVATION = 1088.00
DOWNSTREAM NODE ELEVATION = 1078.90
CHANNEL LENGTH THRU SUBAREA(FEET) 200.00
CHANNEL SLOPE = .0455
CHANNEL FLOW THRU SUBAREA (CFS) = 11.14
FLOW VELOCITY(FEET/SEC) = 5.48 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = .61 TC(MIN.) = 13.86
I
****************************************************************************
I
FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.908
'USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 2.52 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) 6.80 TOTAL RUNOFF(CFS) =
TC(MIN) = 13.86
6.23
17.37
I
I
I
I
I
I
I
I
I
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BASIN "F"
0..\
I
1
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1200.00 TO NODE 1201.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 280.00
UPSTREAM ELEVATION = 1100.00
DOWNSTREAM ELEVATION = 1092.00
ELEVATION DIFFERENCE = 8.00
TC = .533*[( 280.00**3)/( 8.00)]**.2
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR)
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA RUNOFF(CFS) 1.69
TOTAL AREA(ACRES) = .58
10.329
3.419
I
I
I
TOTAL RUNOFF(CFS)
1.69
I
****************************************************************************
FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE = 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
I
UPSTREAM NODE ELEVATION = 1092.00
DOWNSTREAM NODE ELEVATION = 1084.00
CHANNEL LENGTH THRU SUBAREA (FEET)
CHANNEL SLOPE = .0267
CHANNEL FLOW THRU SUBAREA(CFS) =
FLOW VELOCITY (FEET/SEC) = 2.71 (PER
TRAVEL TIME (MIN.) = 1.84 TC(MIN.)
300.00
1.69
PLATE D-6.1)
12.17
I
****************************************************************************
FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE ~ 8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.124
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) = 1.95 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) 2.53 TOTAL RUNOFF(CFS) =
TC(MIN) ~ 12.17
5.18
6.86
I
I
I
~
I
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1202.00 TO NODE 1203.00 IS CODE = 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
===========================-===============--=========--====================
I
I
UPSTREAM NODE ELEVATION = 1084.00
DOWNSTREAM NODE ELEVATION = 1075.90
CHANNEL LENGTH THRU SUBAREA(FEET)
CHANNEL SLOPE = .0238
CHANNEL FLOW THRU SUBAREA(CFS) =
FLOW VELOCITY(FEET/SEC) = 3.51 (PER
TRAVEL TIME (MIN.) = 1.61 TC (MIN. )
340.00
6.86
PLATE D-6.1)
13.79
I
****************************************************************************
FLOW PROCESS FROM NODE 1202.00 TO NODE 1203.00 IS CODE = 8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.917
'USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA (ACRES) 4.70 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) 7.23 TOTAL RUNOFF(CFS) =
TC(MIN) - 13.79
11.65
18.52
I
I
I
I
I
I.
I
I
I
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I,
I
I
I
I
BASIN "G"
\f:P
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE 1200.00 TO NODE 1301.00 IS CODE = 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC ~ K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 580.00
UPSTREAM ELEVATION = 1100.00
DOWNSTREAM ELEVATION = 1086.00
ELEVATION DIFFERENCE - 14.00
TC = .533*[( 580.00**3)/( 14.00)]**.2
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA RUNOFF (CFS) 2.26
TOTAL AREA(ACRES) = .93
14.297
2.859
I
I
I
TOTAL RUNOFF(CFS)
2.26
I
************************************************************~***************
FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE ~ 52
----------------------------------------------------------------------------
I
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM NODE ELEVATION = 1086.00
DOWNSTREAM NODE ELEVATION = 1082.00
CHANNEL LENGTH THRU SUBAREA(FEET)
CHANNEL SLOPE = .0211
CHANNEL FLOW THRU SUBAREA (CFS) ~
FLOW VELOCITY(FEET/SEC) = 2.56 (PER
TRAVEL TIME (MIN.) = 1.24 TC(MIN.)
190.00
I
2.26
PLATE D-6.1)
15.53
I
****************************************************************************
I
FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.732
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 1.07 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) 2.00 TOTAL RUNOFF(CFS) =
TC(MIN) = 15.53
2.48
4.75
g
g
I
\0\
I
I
I
H
****************************************************************************
FLOW PROCESS FROM NODE 1302.00 TO NODE 1303.00 IS CODE = 52
o
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
I
UPSTREAM NODE ELEVATION = 1082.00
DOWNSTREAM NODE ELEVATION = 1076.00
CHANNEL LENGTH THRU SUBAREA(FEET)
CHANNEL SLOPE = .0207
CHANNEL FLOW THRU SUBAREA(CFS) =
FLOW VELOCITY (FEET/SEC) ~ 3.00 (PER
TRAVEL TIME(MIN.) = 1.61 TC(MIN.)
290.00
I
4.75
PLATE D-6.1)
17.14
****************************************************************************
I
FLOW PROCESS FROM NODE 1302.00 TO NODE 1303.00 IS CODE = 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
I
============================================================================
I
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.588
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8500
SUBAREA AREA(ACRES) 1.79 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) 3.79 TOTAL RUNOFF (CFS) ~
TC(MIN) = 17.14
3.94
8.68
I
****************************************************************************
I
FLOW PROCESS FROM NODE 1303.00 TO NODE 1304.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
UPSTREAM NODE ELEVATION = 1076.00
DOWNSTREAM NODE ELEVATION = 1071.00
CHANNEL LENGTH THRU SUBAREA (FEET) 220.00
CHANNEL SLOPE ~ .0227
CHANNEL FLOW THRU SUBAREA (CFS) = 8.68
FLOW VELOCITY(FEET/SEC) ~ 3.64 (PER PLATE D-6.1)
TRAVEL TIME (MIN.) = 1.01 TC(MIN.) 18.15
****************************************************************************
I
FLOW PROCESS FROM NODE 1303.00 TO NODE 1304.00 IS CODE = 8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.508
*USER SPECIFIED (GLOBAL) :
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT ~ .8500
SUBAREA AREA(ACRES) 1.69 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) 5.48 TOTAL RUNOFF(CFS) =
TC(MIN) = 18.15
3.60
12.28
I
~
\eV
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
APPENDIX D
EXISTING 100-sCALE HYDROLOGY MAP
- 102 -
"e'?
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
-
I
I
;'PPENDilZ ~
PROPOSED 100-8CALE HYDR01.00~ MAF
-104 -
\CA
I
I
I APPENDIX F
I PIPE CAPACITY CALCULATIONS
I
I
I
I
I
I
I
I
I
I
I
I
I
I - 106- \~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Storm Drain Line "A"'s W.S.P.G. analysis was completed for the City of Temecula's
Community Facilities District 88-12. Line "A" per PM 23354 is the same as CFD Line
"A", All of the analysis for the area has been included in the appendix.
Storm Drain Une "C"'s W.S.P.G, analysis has been re-analyzed from the Ynez Road
Storm Drain (double 14'x5' RCS) for Advanced Cardiovascular Systems, Inc., Plot
Plan No.1.
- 107 -
\0\
.
'" <
...
I..:
t!
.....
lu
~
"
<.!)
~
~
<Q
~
\.)
\!J
:>
~
~
'"
"-,
~
'"
0
(l
:5 .~
v
OC
W
\).. r
,
0... L_
.....
,0<
"
'"
~
~
ro'>
- \\ . '>
Q,"- c,.\'
:I .,,1
-, '..,
- ~
"'-fGho" C.
~
I I
~~~t
(,. v~
~~ '\ 'l-=
,q; ~
" .,,~
Ol).\~,
~(t
l'fi'IlPlleIT> O(}(/lJ/.E lO'x tJ'R.C.8. (sa 5IIr 10J
~'O' 4.(, C.fJ'.
T"J QIOO. (;.8 Cf.r.
-":lIM 'I' /8" ec.p. 6EE. 8I/r. 10
liNE '/I' /0' eG.p. sa S/{[fO
(J,ll : ~.8 CFS
I)M'IMUS. PARCEL I
1'ltJl'DSlD /0',5' U:'B.
sa 61fT. 10
PARCEL 2
'J
t
\~
'It
I iR. 333A
LD\
II
~
~.
c,.f\.S.
,,~, (,.
- \v\;p,~'----'---
18" DCP
UA/f 'F' ff6 J'kT D
\., )
\\ I'IS"r.cp
\';\ L1l1t'6' 'ff. fiT. J
'-~,,-
\,-4';"0' If.O c
~ 6'..9 d~.r
.~,,'
2(1' .s,"'H /,
D,f. €,sl/'r /,~
E4"lU.1l' 4
_''''''f'e' .r5e"N~/
PARCEL
9
- U' llC.P.
f-INf 'C' 366 tllCfiT 7
~
I ~ ~_. _ -=--!-!,,-f~;fr~t;.IIT.-.7-~-=. 0
~ . ff;- 'C' c.11I6 ~rfEi~ \
~ Ilf ( - ZO' crtJ/:!1lJRAIN' ~
~ . [fi5[MbNr ,
RS lf~\:
~ - /8-T<.r..P.
,- " liNe 'D' JU JII ET !I
, ~ , Il tA~cn PARCEL B_._J.,
. ~,-_L_n.
~.'O .
. ......,...-...
)
PARCEL 3
/
'/
Cl'O. /I.U.F./,.
QI0()'/~.8 CJ.r
20'STIU/'I ,...
( ~J""r
f!I." Il.C.P.
WIF:;.r' JU t'NT.lj .---:--
- -"" -
I
,
"
PARCEL 5
f J
1 t'(/$.
0.,00 5;, a c.
,eO,v'
I;
. . I
nn'l
PARCEL:. 4
.. ~,. R.C.I!
WI[. JI' ft/: flIT. ,
PARCEL 6
\ I ,i,
'" l ,l"~ /.
I" ... q ~~ th~
~ I( " l" \~.
, >' '" :(b r\O~~'
rt: " ~ ~
'0> ~ ~\ R. ,-,
t;1~ ~ \~ I
II':. "
ff",('C'P ~.
r; '.' fa rllT. (, - )
UN 'I /
\,q t~~5
. 1 14
0" -I .
Q'o" ,.
WAY
\
\
See
Shee!
SOLANA
Shee!
No.
2
~
/'
.,
~
-q
('Il
rfI
('Il
oL
f--
v-
t-
O
.....I
",10
, \1..
Q,o c.1'-~
,\~:>1...
,0,,,'-' c.l'J
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I€AIlING L1N:: I<<l I IS -
I€AIlING L1N:: I<<l 2 IS -
I€AIlIN6 L1N:: I<<l 3 IS -
F05I5P
IIAlER !iWNE PllFILE - TITlE CARD L1STINl
Pl&: III 0
IlIMMEl CARDIlMlSClI../lR SYSlBEi 1EIEIRA, ClUFlIlNIA
FILE IIAIE:G.IID.IlAT Pft 19145 IN.90-I1524
G.IID 'Zr Rr:P AT STATIlII 6 + 05.41 M.S. B..EV. 1044.48
~ lIl\lE"C' pn 'l.~'3S4
\0<\
I
I CMD 5EI:T ~ M1lF fWf. PIER
CIIlE MI TYPE PIERS MIDTH
CD I 4
I CD 2 4
CD 3 4
CD 4 2 0 0.00
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F0515P
lIATER !UlFn PRlFILE - 0WIEl IlEFINlTIlJI L1STIIIi
~lIilT I Ill\5E ZL ZR II", ym Y(2) Yl3l Y(41
DIMTER MIDTH IRP
2.25
2.00
1.50
5.43 3.00 0.00
P& I
Y(5) Y(6) Y(]) YIBI Y(91 Y(IO)
,\\.0
I FOSISP Pll6E III 2
IIAlER SlIlFIU: PIllFlLE - B..EIfIIT CIlRD LISTllIi
I B..EIfIIT III I IS A S'iSTEIl Il/TlET . . .
DIS DATA STATIlJI IIfJERT !ET II S E1.EV
502.23 1041.53 I 1044.48
I B..EIfIIT III 2 IS A Il8Dl . . .
D/S DATA STATIlM IIMRT !ET II RADIUS AI6..E IWti PT IWlH
551.23 1041.68 I 0.013 0.00 0.00 0.00 0
I B..EIfIIT III 3 IS A Il8Dl . . .
D/S DATA STATIIII IIfJERT !ET II RADIUS AI6..E IWtiPT IWlH
681.52 1043.62 I 0.013 0.00 0.00 0.00 0
B..EIfIIT III 4 IS A Il8Dl . . .
I UIS DATA STATIIII IIfJERT !ET II RADIUS AI6..E IWtiPT IWlH
716.86 1044.14 I 0.013 0.00 90.00 0.00 0
B..EIfIIT III S IS A Il8Dl . . .
I DIS DATA STATIIII IIMRT !ET II RADIUS AI6..E IWtiPT IWl H
721.53 1044.23 I 0.013 0.00 0.00 0.00 I
B..EIfIIT III 6 IS A Il8Dl . . .
D/S DATA STATIIII IIMRT !ET II RADIUS AI6..E IWtiPT IWl H
I 998.31 1049.62 I 0.013 0.00 0.00 0.00 0
B..EIfIIT III 7 IS A Il8Dl . . .
D/S DATA STATIIII IIMRT SECT II RADIUS AlRE AlIi PT IWl H
I 1037.98 1050.40 I 0.013 25.00 101.02 0.00 0
B..EIfIIT III 8 IS A TRANSITIIII . . .
D/S DATA STATIIII IIMRT SELT II
1038.00 1050.42 2 0.013
I B..EIfIIT III 9 IS A Il8Dl . . .
D/S DATA STATIIII IIMRT SELT II RADIUS AI6..E IWti PT IWl H
1042.65 1050.48 2 0.013 0.00 0.00 0.00 0
I B..EIfIIT III 10 IS A Il8Dl . . .
D/S DATA STATIIII IIMRT !ET II RADIUS AI6..E IWti PT IWl H
1083.12 105O.1l8 2 0.013 0.00 0.00 0.00 0
I B..EIfIIT III 11 IS A Il8Dl . . .
D/S DATA STATIIII IIMRT SELT II RADIUS AI6..E IWti PT IWl H
1091.91 1051.06 2 0.013 50.00 10.07 0.00 0
B..EIfIIT III 12 IS A Jl.N:TIIII . . . . . . .
I D/S DATA STATIIII IIMRT !ET LAT-I LAT-2 II 113 Il4 11MRT-3 IIMRT-4 PHI 3 PHI 4
109S.91 1051.10 2 3 o 0.013 8.4 0.0 1051.31 0.00 30.00 0.00
B..EIfIIT III 13 IS A Il8Dl . . .
I D/S DATA STATIIII IIMRT !ET II RADIUS AI6..E IWti PT IWlH
1120.00 1051.3S 2 0.013 50.00 27.61 0.00 0
I
I
I
I
I
I ,,^
I F 0 5 1 5 P PA6E III 3
I IIATER !UlFN:E PRlFILE - El..EIOT CMD L1STIIIi
El..EIOT III 14 IS A AEADl . . .
UIS DATA STATIlII INRT SECT N IWlIUS MU IMi PT IIAN H
1152.47 1053.24 2 0.013 50.00 37.21 0.00 0
I El.EIDT III 15 IS A AEADl . . .
U/S DATA STATIlII INRT SECT N IWlIUS MU IMi PT IIAN H
1200.00 1056.00 2 0.013 50.00 54.47 0.00 0
I El..EIOT III 16 IS A AEIOI . . .
UlS DATA STATIlII IIl\IERT SECT N IWlIUS MU IMi PT IIAN H
1230.00 1059.49 2 0.013 50.00 34.38 0.00 0
I El.EIDT III 17 IS A AEIOI . . .
UlS DATA STATIlII INRT SECT N IWlIUS MU IMiPT IlANH
lZU.44 1060.40 2 0.013 50.00 1.64 0.00 0
El.EIDT III 18 IS A AEADl . . .
I UIS DATA STATIlII INRT SECT N IWlIUS INi.E IMi PT IIAN H
1489.30 1062.40 2 0.013 0.00 0.00 0.00 0
El.EIDT III 19 IS A JllCTllII . . . . . . .
U/S DATA STATIlII INVERT SECT LAT-l LAT-2 N 113 Q4 INVERT-3 INVERT-4 PIli 3 PIli 4
I 1493.30 1062.43 2 2 o 0.013 16.8 0.0 1062.40 0.00 45.00 0.00
El..EIOT III 20 IS A AEADl . . .
U/S DATA STATIlII INRT SECT N RADIUS INi.E IMi PT IIAIIH
I 1513.94 1062.79 2 0.013 0.00 0.00 0.00 0
El..EIOT III 21 IS A AEADl . . .
U/S DATA STATIlII INRT SECT N RADIUS INi.E IMi PT IIAII H
1592.48 1064.04 2 0.013 50.00 90.00 0.00 0
I El..EIOT III 22 IS A AEADl . . .
U/S DATA STATIlII INVERT SEI:T N IWlIUS INi.E IMi PT IIAN H
1725.48 1066.05 2 0.013 0.00 0.00 0.00 0
I El..EIOT III Z3 IS A AEADl . . .
U/S DATA STATIlII IN'IERT SECT N RADIUS INi.E IIIIl PT IIAN H
1750.00 1067.71 2 0.013 50.00 29.24 0.00 0
I El..EIOT III 24 IS A REACH . . .
U/S DATA STATIlII INRT SEI:T N RADIUS INi.E IMi PT IlANH
1~4.02 1068.57 2 0.013 50.00 60.76 0.00 0
El..EIOT III 2S IS A AEADl . . .
I U/S DATA STATIlII INVERT SEI:T N RADIUS INi.E IIIIl PT IIAN H
1978.11 1071.34 2 0.013 0.00 0.00 0.00 0
I
I
I
I
I
I
I ,\'V"
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F 0 5 1 5 P
IIATER !UF1a: PAlFILE - El.EIlEIlT CARD LISTltti
El.EIlEIlT III 2h IS A REJQI . ..
UIS DATA STATIIIl IIMRT SEI:T
2022.35 IOn.04 2
1'&11I 4
N
0.013
RADIUS IIQ[ IMi PT IIIN H
50.00 50.70 0.00 0
El.EIlEIlT III 'Z1 IS A REJQI . ..
U/S DATA STATIIIl IIMRT SEI:T N RADIUS IIQ[ IMi PT IIIN H
2119.35 1073.44 2 0.013 0.00 0.00 0.00 0
El.EIlEIlT III 211 IS A IR..l ENTIWI:E .
UIS DATA STATIIIl III\IERT SEI:T FP
2119.35 1073.44 4 0.200
El.EIlEIlT III 7!i IS A SYS1Bl IEAIlIIRS . .
UIS DATA STATIIIl III\IERT SEI:T N S EllV
2122.35 1073.69 4 0.00
III EDIT ERRlJlS EIDlIITEREIHlIFATIIIl IS 101 1E&IIIIItti
H lIIIlIlllll III. 2 H - IIATER !UF1a: EllYATIIIl 6111EN IS LESS 1IWI III EIUU IIMRT EllYATIIIl IN 1IllIalS, N. S. EllV = IN\! + OC
\.'~
I F05ISP Pll6E I
IIAlBl !UlF1a PRFILE L1STIIIi
AIl\HlIID CMIllllllASlll.llR!i'ISTEIIi TEIEIll.A lXlFlRlIA
I FILE 1IAIE:Al:!i.IIEB.IlAT Pll 19145 IN.90-tl524
Al:!i.11EB '0' AI]> AT STATllJl 6 + 05.41 11.5. ElEV. 1044.48
5TATllJl IINERT DEPTH ".5. I! In In EIER6Y !UER CRlTIlX I6fI BASEl ZL III AYIlI'R
I ElEV IF FllJl ElEV lEAD IIlIl.EL. ElEV IEPTH DIA ID III. PIER
L/EI..EIt !II !I'll'.{ IF IIIIl IEPTH ZR
.111'.111.11...111..1111.1111.111..1111.1111......1......11.11..11111111111..11.........111...1111...................11....111.11..
I 502.23 1041.53 2.950 1044.480 42.6 10.71 1.783 1046.21>3 0.00 2.122 2.25 0.00 0.00 0 0.00
49.00 O.()O;lO6 .018920 0.93 2.250 0.00
I 551.23 1041.68 3.7V 1045.407 42.6 10.71 1.783 1047.1'10 0.00 2.122 2.25 0.00 0.00 0 0.00
130.29 0.01489 .018920 2.47 2.250 0.00
681.52 1043.62 4.252 1047.872 42.6 10.71 1.783 1049.655 0.00 2.122 2.25 0.00 0.00 0 0.00
I 35.34 0.01471 .018920 0.67 2.250 0.00
716.86 1044.14 4.757 1048.897 42.6 10.71 1.783 1050.6110 0.00 2.122 2.25 0.00 0.00 0 0.00
I 4.67 0.01927 .018920 0.0'1 1.823 0.00
nt.53 1044.23 4.845 1049.075 42.6 10.71 1.783 1050.1158 0.00 2.122 2.25 0.00 0.00 0 0.00
I '06.78 0.01947 .018920 5.24 1.813 0.00
9'IlI.31 1049.62 4.692 1054.312 42.6 10.71 1.783 1056.0'15 0.00 2.122 2.25 0.00 0.00 0 0.00
3'i.67 0.01966 .018920 0.75 1.810 0.00
I 1037.98 1050.40 5.040 1055.440 42.6 10.71 1.783 1057.223 0.00 2.122 2.25 0.00 0.00 0 0.00
1RI1NS STR 1.0??oo .0271'10 0.00 0.00
I 1038.00 1050.42 4.162 1054.582 42.6 13.56 2.854 1057.436 0.00 1.963 2.00 0.00 0.00 0 0.00
4.65 0.01290 .035460 0.16 2.000 0.00
I 1042.65 1050.48 4.267 1054.747 42.6 13.56 2.854 1057.601 0.00 1.963 2.00 0.00 0.00 0 0.00
40.47 0.00'/1I8 .035460 1.44 2.000 0.00
1083.12 1050.118 5.302 1056.182 42.6 13.56 2.854 1059.036 0.00 1.963 2.00 0.00 0.00 0 0.00
I 8.79 0.02048 .035460 0.31 2.000 0.00
10'11.91 1051.06 5.625 1056.685 42.6 13.56 2.854 1059.539 0.00 1.963 2.00 0.00 0.00 0 0.00
I J\N:T STR 0.01000 .029158 0.12 0.00
I
I
I
I
I
"I>...
I
I FOSI:iP I'lI6E 2
IlATER SIIlFn PfilFILE L1STIIIi
IlIMNEI CIIlIlIIMl!lll.M!i'tSTBti 1EIEll.A ClUFlIlNIA
I FILE 1IlIE:~IIEB.IlAT PIl 19145 JII.'lO-tl524
~IIEB V" RI]> AT STATllIl 6 + OS.41 M.S. ElEV. 1044.48
STATllIl IIMIlT 1EP1Il M.S. II \lEI. \lEI. EIERSY !U'ER DlITlCAL !liT I BASEl R- III 4WIII'R
I ElEV IF FUll ElEV IEAIl lRl.El. ElEV IEP1Il DIA ID III. PIER
LIB..EIl SO !FAIlE IF IIRI IEP1Il ZR
...............11...11..............11...11.....11....11.........111.........................................................'1....
I 10'15.91 IOSI.10 7.3'lO 10511.4'10 34.2 10.118 1.840 1060.330 0.00 1.913 2.00 0.00 0.00 0 0.00
24.0'1 0.01038 .~ 0.55 2.000 0.00
I 1120.00 IOSI.35 7.894 1059.244 34.2 10.118 1.840 1061.0114 0.00 1.913 2.00 0.00 0.00 0 0.00
32. 47 0.051121 .~ 0.74 1.150 0.00
1152.47 1053.24 6.9113 1060.223 34.2 10.118 1.840 1062.063 0.00 1.913 2.00 0.00 0.00 0 0.00
I 47.53 0.051107 .~ 1.0'1 1.150 0.00
1200.00 1056.00 5.5'15 1061.5'15 34.2 10.118 1.840 1063.435 0.00 1.913 2.00 0.00 0.00 0 0.00
I ~.OO 0.11633 .~ 0.69 0.'130 0.00
IZ!O.OO 1059.49 3.019 1062.50'/ 34.2 10.118 1.840 1064.349 0.00 1.913 2.00 0.00 0.00 0 0.00
I 1.44 0.1>3194 .~ 0.03 O. S'1O 0.00
1231.44 1060.40 2.191 1062.5'/1 34.2 10.118 1.840 1064.431 0.00 1.913 2.00 0.00 0.00 0 0.00
2S7 .86 0.00776 .~ 5.89 2.000 0.00
I 14l1'1.~ 1062.40 6.084 1068.484 34.2 10.118 1.840 1070.324 0.00 1.913 2.00 0.00 0.00 0 0.00
J\JC[ STR 0.00750 .014386 0.06 0.00
I 1493.~ 1062.43 8.212 1070.642 17.4 5.54 0.476 1071.118 0.00 1.503 2.00 0.00 0.00 0 0.00
20.64 0.01744 .005'/16 0.12 1.0'14 0.00
I 1513.94 1062.79 7.'174 1070.764 17.4 5.54 0.476 1071.240 0.00 1.503 2.00 0.00 0.00 0 0.00
78.54 0.015'/1 .005'/16 0.46 I.l~ 0.00
15'/2.48 1064.04 7.284 1071.324 17.4 5.54 0.476 1071.800 0.00 1.503 2.00 0.00 0.00 0 0.00
I 133.00 0.01511 .005916 0.79 1.144 0.00
1725.48 IObb.OS 6.061 Ion. 111 17.4 5.54 0.476 Ion. 587 0.00 1.503 2.00 0.00 0.00 0 0.00
I 24.52 0.06770 .005'/16 0.15 0.742 0.00
I
I
I
I
I ,.
\\-::>
I
--------..---
I F051SP PllIiE 3
lIAlER !iIlF1U: PRlFILE LlSTIIIl
ADYAIIEl CMDIIMI!m..M SYSTEIlS TElEW.A1 rJUFlRUA
I FILE 1WE:IlI3.IIEB.IlAT ""19145 IN.90-1 524
IlI3.IIEB 'D" fiCP AT STATlIJI 6 + 05.41 11.5. ElEV. 1044.48
STATlIJI IWw'ERT IEPTH 11.5. I! VEl VEl EIERSY SlI'ER CRITICAL IIiT I IlA!EI Zl III IWIIPR
I ElEV IF FUll ElEV lEAD 6RIl.EI... ElEV IEP1H DIA ID III. PIER
L1ElEIl !II SOAVE IF IOlIl IEP1H ZR
1111111.111111111111111111111....1111.1...1..........................1................1...1111.......11.....1.....1..............11
I 1750.00 1067.71 4.600 1072.310 17.4 5.54 0.476 1072.786 0.00 1.503 2.00 0.00 0.00 0 0.00
54.02 0.01592 .005'/16 0.32 1.130 0.00
I 11104.02 1068.57 4.138 1072.7011 17.4 5.54 0.476 1073.184 0.00 1.503 2.00 0.00 0.00 0 0.00
174.09 0.01591 .005'/16 1.03 1.130 0.00
1978.11 1071.34 2.3'11I 1073.738 17.4 5.54 0.476 1074.214 0.00 1.503 2.00 0.00 0.00 0 0.00
I 44.24 0.01582 .005'/16 0.26 1.130 0.00
2022.35 1072.04 2.031 1074.071 17.4 5.54 0.476 1074.547 0.00 1.503 2.00 0.00 0.00 0 0.00
I 3.63 0.01443 .005860 0.02 1.161 0.00
2025.98 1072.09 2.000 1074.092 17.4 5.54 0.476 1074.568 0.00 1.503 2.00 0.00 0.00 0 0.00
I 10.48 0.01443 .005459 0.06 1.161 0.00
2036.46 1072.24 1.883 1074.126 17.4 5.67 0.500 1074.626 0.00 1.503 2.00 0.00 0.00 0 0.00
HYIIW1.IC JlIf> 0.00
I 2036.46 1072.24 1.175 1073.418 17.4 9.07 l.m 1074.695 0.00 1.503 2.00 0.00 0.00 0 0.00
~.76 0.01443 .013327 0.50 1.161 0.00
I 2074.22 1072.79 1.213 1074.002 17.4 8.73 1.182 1075.184 0.00 1.503 2.00 0.00 0.00 0 0.00
23.11 0.01443 .011947 0.28 1.161 0.00
I 2(1f7 . 'SS 1073.12 1.263 1074.385 17.4 8.32 1.074 1075.459 0.00 1.503 2.00 0.00 0.00 0 0.00
11.64 0.01443 .010594 0.12 1.161 0.00
21011.97 1073.29 1.316 1074.606 17.4 7.'13 o.m 1075.5113 0.00 1.503 2.00 0.00 0.00 0 0.00
I 6.34 0.01443 .009415 0.06 1.161 0.00
2115.31 1073.38 1.373 1074.755 17.4 7.56 0.1188 1075.643 0.00 1.503 2.00 0.00 0.00 0 0.00
I 3.10 0.01443 . 00lI391 0.03 1.161 0.00
I
I
I
I
I \\(..
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F05ISP PA6E 4
WIlER !UFn PlD'ILE LISTllE
IlIlWlII:EIl CIlRIlIIMI!nlJlR SY5IEI'IS TB'EI1IJ\ CIl.IFlRlIA
FILE 1IAIE:D.llU.IlAT PIl19145 IN.'IO-tl524
D.llU Xl' RCP AT STATIlJI 6 + 05.41 M.S. ELEV. 1044.48
STATIlII llNERT 1lEP1II M.S. II \lEI. \lEI. ElERGY !U'ER OlITICIl. fliT I BASEl Zl tel AVIIPR
ELEV IF Fl.III ELEV lEAD lRl.El. ELEV 1lEP1II DIA ID tel. PI81
L/ELEIl !II !J'~ IF IOlIl IIEP1ll ZR
111.111....1111111111.1111..111.........1111.111......11111111...111111...11..1111....111111..11111...11111111111111..1111.........
2118.41 1073.43 1.435 1074.861 17.4 7.21 0.1107 1075.668 0.00 1.503 2.00 0.00 0.00 0 0.00
0.94 0.01443 .0074'1'/ 0.01 1.161 0.00
2119.35 1073.44 1.503 1074.'143 17.4 6.87 0.733 1075.676 0.00 1.503 2.00 0.00 0.00 0 0.00
IIU ENIRAIIE 0.00
2119.35 1073.44 2.566 1076.006 17.4 2.26 0.07'1 1076.0115 0.00 1.015 5.43 3.00 0.00 0 0.00
IIU ENIRAIIE 0.00
2122.35 1073.69 2.566 1076.256 17.4 2.26 0.07'1 1076.335 0.00 1.015 5.43 3.00 0.00 0 0.00
\\~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
LINe"A"
PM Z3SS4
CFD UNES . J.1, JA, F, K, JB, JC, K, 0, I, P, H,
PROJECT DATA
FIND: 1. Capacity and hydraulic data of storm drain system at Solana Way and Ynez
Road. Both existing and proposed conditions.
BASIC DATA: 1. Q100 - 600 CFS from unit hydrograph
2. Existing 54" RCP storm drain
3. Existing triple 48" CMP and 54" X 85" CMPA storm drain.
ASSUMPTIONS: 1. This area of the Ynez Road Corridor has an elevation of
approximately 1052.00'.
2. Flow area the 54" X 85" CMP will be calculated and analyzed as circular
conduit of equivalent diameter.
3. Storm water run-off will be protioned so that the headwater elevations of each
analysis wil be equal.
4. Each 48" CMP will caryy 1/3 of flow.
5. Pipe extentions will have vertical headwalls with wingwalls.
CALCULATIONS: Flow area 54" X 85" CMPA 25.3 ft from page 170 Table 4-12 Handbook of
Steel DRianage and Highway Construction Projec1s 2nd Edition, 1971
Equivalent flow diameter = D = 72"
RESULTS:
1. HGL from Water Surface Pressure Gradient by LA County Flood Control.
Total flow In line J-1 (85. X 54") CMPA
Total flow in line JA (48" CMP)
Total flow in line JB (48: CMP)
Total flow in line JC (48" CMP)
--"'-.. Total flow in line K (54" RCP)
---;../ Total flow in line 0 (24" RCP)
Total flow in line I (18" RCP)
Total flow in line P (18" RCP)
Total flow in line H (18" RCP)
WATER SURFACE ELEVATIONS (H.G.L.):
374.60
136.60
119.00
119.00
282.70
39.70 CFS
3.00 CFS
6.70 CFS
11.50 CFS
Une JA (48")
Une JB (48")
Une JC (48")
Une K (54")
1061.250
1060.688
1060.688
1060.315
Average water surface elevation at headwall area = 1060.74
\\~
'"U
)>
::0
n
1'1
m
-t
_."O~\
~A~ ).0 ~
/~ '--1111 ~ \ ~
\ ~ III r ~'"
/ ,/ ~. /It i; ~
- % ....J
, ~ % ~ \
III
\ Nl ()
\ Ililll Tl
l.:! Ilill tJI
'tJ~ tiN
~J:i!:::lh
.'tJ"'~~1
~ ~ 'I ia '"U
_ ~ c.; )>
~ ~ ~t/n ::0
"'() I~\ n
~ I ~ 1'\1
l' ~ _
II \
II \ .,,'; 1\:1
I ~\",~....
II ,,~.,,-:z.
\\\~'Z.~
III \ \~:> ':,. ~
III \ \\0....,'
II \~ Q,
III ~\
II ~
II
AI ,/
: ~,~ ---
-....c f\l~ .---
;<7.1'111 ,...--
~~U\lfc....
Co H'1
:>;
~ ~~
8 U
\\ -.
-"";";:3
. '0 .,,%o'~ ~~;:(v-\ ~ ~
... ,~~~\ ~9'1:\/ ~ ~
~~~ ~ ,/
\~ \
/1f~ \ \
~ \ \
\\
V)
Q
r-
~ Z.
-=
II
Ci
0
\ lJ
\J> \
)J
n
1'l.1 \
l- '"U \
)>
'\ ::0 \
J> n
[<1
lJ L-
...l.
1\J \
CD \ \
c:J \
OJ
0 - -
-
-
-
- -
-- ---
-
- ----
-
Z3N).. -
--- -
- -
- I
E "I"
cIs \
---
-- \
E "011
cIs
H"
s
--
-
-
--
-
-
\
...--
\
,/'
\
\
6Q
o
~
oJ'
,
\
\
~/
\
\
'"U
J>
\~
1'l.1
1-
~
);
lJ\
.....L
c:J
.....L
-1.::0..
01
\
'"U
)>
::0
n
['\1
[-
'--!
IlIlUn
""1"1
1"""1
Ilnll
-:::;~~ ~~ ~
-3u 0"
.t....... xz....
m~~ =irrle
.....- 1TIrr1
'1'!'~ ~~O
"!l?3 "'~ Q
~ 0 fTI <
Om:3 _e
"'" a.
"'Ill C"U)
~~~ ~~O
" - IIlz:J
:;; ~ ~~~
I "lJ fTI ln
~O~U)
'f ;., 011100
- 0 ~c
~ ::. ;;j~ o.
~ o~ r+
o 2-(1)
'" Z 'A
MQ:~
-
:J
o
.
\
\
~
.P
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
F0515P
i1ATER SlJlF ACE PROFILE - TITlE CARD Ll STIi'f3
PAGE NO 0
PRllJECT NO. 91-12173
ELI LILLY 11A...<;S SRADli'f3 Pi.JI'< FOR PAn"CEL q TR FA
LATERAL A-! (FOOl PI! 21219 STORIl DRAIN PLANS H6l = 1062.51
,7P
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F0515F
WATER SURFACE F^CfILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR IN\' YW Y(21 Y<3l YW Y(Sl Y<6l Y<7l Y(8) Y(9) mOl
CODE NO TYPE PIERS WIDTH DIA/ETER WlDr,~ IJ!\OP
CD
CD
1 4
2 2
o
0.00
3.00
13.25 3.00
0.00
\7",\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F 0 5 1 5 F
PASE NO
^
L
WATEH SU1FAC':: P;;;)fILE - ELEI\EIIT CARl) LISTWS
ELEMEN-;- NO 1 IS A SYSm O.JTL.ET f ~ f
UfS DATA STATION INllERT SECT
O.ry) 1054.40 1
w s ~V
1062.50
RAD IUS ANll ANS PT Ml H
0.0<) i). ()(l 0.0<) 0
RAD IUS ANSlE ANS PT Ml H
0.00 0,00 0.00 0
RAD I US ANSlE ANf P' ~H
45.00 58.11 0.00 0
RAD IUS ANSLE ~,~ F'T ~H
0.00 0.00 'j.OO 0
EI..Ei'EKT NO 2 IS A REACH + + +
UfS DATA STATION INVERT SECT N
13.00 10".,6.2B 1 0.013
ELEMENT NO 3 IS A REACH + + +
UfS DATA STATION INVERT SECT N
17.00 llf-ib.32 0.013
ELfI'E}IT NO 4 IS A REACH . + +
U/S DATA STATION INVERT SECT N
62.64 1056.87 1 0.013
ELEIENT N[1 5 IS A REACH . . .
UfS DATA STATION I~T SECT N
137.64 1057.75 1 0.013
EI..Ei'EKT NO 6 IS A NAU ENTRANCE ·
UfS DATA STATION INllERT SECT FP
137.64 1057.75 1 0.200
WARNlNE - ADJACENT SECTIONS A"::: NOT W,JmCA'. - SEE SECTla4 NLIl1BERS ANI! ~ DEFINITIONS
ELEl'ENT NC
, IE A f:EACH
U/S D+:T~
.
STATION
140.64
J J
!N\'EET SECT
1(68.25 2
N
~)'017
RADIUS Lff3LE f,N(; pI !".AN H
(I,(<!; 0.(1\) ~.OO 0
~''!nrr NC' B I S A 2Y;~~ ~~41~ST::S f I-
U/S [lATA STATIDN INVERT SECT W S EEV
140.64 1~.s.25 2 0.00
NO 5:'1: E~-qDF~S ENCOL!NEpC"r;-:.C~"..JTAT!!)N is Nmi t~6INNING
If WAANINJ NO.2 If - WATER SURFAC:: lliVATl[\~ EIVEN 15 LESS THAN OR EQlJALS INVERT ELEVATION IN HDilKDS,
W. S. E'LEV = HN i L~=
\ty
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
WSPG RESULTS
,'tJ?
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F0'515P PABE
WH TER SlIlF ACE PROf I LE LlSTIN6
PROJECT NO. 91-12173
Ell LILLY MASS GRADING PLAN FOR PARCEL 9 TR 3334
LATERAL A-I iFROM PM 21219 STORM DRAiN PLANS HSL = 1062.5)
STATION iNVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL Nll AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA lD NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
*******f***********************************************************************************************************************ff**
0.00 1054.40 8.100 1062.500 12.3 1.74 0.047 1062.547 0.00 1.114 3.00 0.00 0.00 0 0.00
13.00 0.14462 .000340 0.00 0.450 0.1))
13.00 10'56.28 6.224 1062.504 12.3 1.74 0.047 1062.551 0.00 1.114 3.00 0.00 0.00 0 0.00
4.00 0.01000 .000340 0.00 0.871 0.(1(1
17.00 1056.32 6.186 1062.506 12.3 1.74 0.047 1062.553 0.00 1.114 3.00 0.00 0.00 0 0.00
45.64 0.01205 .000340 0.02 0.830 0.00
62.64 1056.87 5.659 1062.529 12.3 1.74 0.047 1062.576 0.00 1.114 3.00 0.00 0.00 0 0.00
75.00 0.01173 .000340 0.03 0.836 0.00
WALL ENTRANCE 0.00
137.64 1057.75 4.804 1062.554 12.3 0.85 0,011 1062.565 0,00 1).805 13.25 3.00 0.00 0 0.00
1.34 0.16667 .000085 0.00 !).291 0.00
138.98 1(':57,97 4.581 1062.554 12.~, 0.90 0.012 1062.566 0,00 0.805 13.25 3.00 0.(1) 0 0.00
1.27 0.16667 .000094 0,00 0.291 0.00
140.25 1058.19 4.368 10t,2.55:!, 1':1 " 0.94 0.014 1062.567 0.(11) 0.805 '1" ,,'= 3.00 0.00 0 0.00
~.:... ...' !'.'.t...,_,
0.39 0.16667 .000102 0.00 0.291 0.00
140,,:4 1058.25 4.302 1062.552 12,<. 0.95 0.014 1062.56,~, 0.00 (),805 1~..25 ~"O!) 0.00 0 0.00
\7.,,/11..
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
PROJECT NO. 91-12173
ELI LILLY MASS GRADING PLAN FOR PARCEL 9 TR 3334
LATERAL A-I (FROM PM 21219 STORM DRAIN PLANS HGL = 1062.5)
C
H
0.00
2.87
5.74
8.61
11.48
14.35
17.22
20.09
22.96
25.83
28.70
31.57
34.44
37.31
40.18
43.05
45.92
48.79
51.66
54.53
57.40
60.27
63.14
66'<:'1
68.88
71. 76
74.63
77.50
80.37
83.24
C
C
[
,
~
<:
It,
AI
-\
ti:;,,-l
88.98
91.85
94.72
97.59
100.46
106J.253
109.')7
111. 94
114.81
117.,~8
120.55
m.42
126.29
121.1~,
132.(J~,
134.9(i
137.77
140, ,~A
c
c
,.
,
l.
~
:t:
~
r--
1054.40 1056.11 1057.82 1059.53 1061.24 1062.95 1064.66 1066.37
NOTES
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
1068.08
1069.79
R
R
R
R
!-,,'
R
R
_I
1071.50
r
\7.-"='
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
D-LOAD CHARTS
,7.fp
I
I D-Ioad requirements for ordinary bedding
Cover Pipe diameter in inches -.,
I in feet 12 15 18 21 24 27 30 33 36 39 42 45 48 51 64
Dead Load 350 309 286 267 254 243 234 227 5 250 244 238 234 230 226
" 2.0 live Load 1393 1323 1306 1281 1262 1248 1236 1226 1 9 1125 1044 975 914 860 812
Total 1743 1632 1592 1649 1516 1491 1471 1464 1 4 1375 1289 1213 1148 1090 1039
I Dead Load 426 377 349 327 311 298 288 280 5 308 301 295 289 284 280
2.5 live Load 817 776 766 751 740 732 725 719 9 723 722 715 670 631 595
Total 1243 1153 1115 1079 1052 1031 1014 1000 1031 1024 1010 960 915 876
Dead Load 497 441 410 385 366 352 340 331 3 365 358 349 344 337 333
I Live Load 515. 490 483 474 467 462 457 464 456 456 453 453 451 451
Total 1013 931 893 859 834 814 798 785 822 814 803 797 789 784
Dead Load 629, 560 . 523 493 470 453 439 427 475 . 466 456 448 441 435
: Uve Load 312 296 , 293 287 283 280 277 275 276 276 274 274 273 273
I <Total 942 ' 857 816 780 753 733 716 703 752 742 730 723 714 709
, Dead Load 747 : 668 ' 626 592 566 546 531 518 580 569 557 649 539 533
, Uve load 220 209 206 202 199 197 195 194 194 ' 194 193 193 192 192
Total 968 878 832 794 768 744 726 712 775 763 751 742 732 726
I Dead Load '853 765 720 682 655 633 616 603 679 667 654 644 634 627
8.0 Live Load 164 155 153 150 148 147 145 144 145 145 144 144 143 143
Total 1017 921 874 833 803 780 762 747 824 812 798 789 778 771
Dead Load 947 853 805 766 736 714 696 682 5 773 760 746 736 725 717
I Live Load 127 120 119 117 115 113 112 112 I 112 112 1" 111 111 111
Total 1074 974 924 883 852 828 809 794 7 886 872 858 848 836 829
r" Dead Load 1031 932 883 842 812 789 771 756 5 863 849 834 824 812 804
8.0 Live Load 101 96 95 93 92 91 90 89 9 89 89 89 89 88 88
I , Total 1132 1029 978 935 904 880 861 846 4, 953 939 923 913 901 893
9.il 1194 1087 1036 993 961 937 918 903 1 7 1025 1011 995 985 972 984
10.0 1250 1141 1090 1047 1015 992 973 959 1 1096 1082 1065 1055 1042 1034
I 11.0 1301 1191 1141 1098 1067 1043 1026 1012 1 1165 1151 1134 1123 1110 1103
12.0 1347 1236 1187 1145: 1115 1092 1075 1062 1 1231 1217 1200 1190 1177 1170
14.0 /VI,.. 1365. 1356 1343 1326 1317 1304 1297 -I V()()
I 16.0 1490 1380 1338 1301 1276 1259 1247 1239 1477 1470 1458 1442 1434 1422 1417
18.0 1541 1433 1396 1363 1341 1327 1318 1312 1578 1574 1564 1649 1643 1532 1528
20.0 1582 1477 1445 1415 1397 1386 1380 1378 1670 1669 1661 1647 1643 1633 1631
24.0 1642 1642 1519 1496 1485 1482 1483 1486 1828 1833 1830 1819 1820 1813 1816
I 28.0 1679 1585 1570 1564 1550 1553 1560 1571 1955 1967 1969 1963 1969 1966 1973
32.0 1703 1613 1605 1595 1597 1606 1619 1635 2058 2077 2085 2083 2094 2095 2107
36.0 1718 1832 1629 1624 1631 1646 1664 1686 2141 2166 2180 2183 2198 2204 2220
I 40.0 1727 1644 1645 1644 1656 1675 1698 1724 2208 2240 2258 2265 2286 2296 2317
Design criteria 1.50 and dividing by the desired dead Trench width-D.loads given in the
I load factor. table are based on trench widths (at
General-D.load values given in the BackfilF-Based on Marston's curve top of pipe) of pipe OD plus 16 inches
table indicate greater accuracy than for saturated topsoil, when KI"=0.150, for pipe diameters 33 Inches or less:
warranted in field installation; thus, the table is conservative for sands, and pipe 00 plus 24 inches for pipe
I when specifying, pipe should be gravels and cohesionless materials, diameters greater than 33 Inches. Pipe
classified in 50.0 increments: for The D.load should be recomputed for ODs are based on wall thicknesses
example, 800.0, 850.0. clay backfills, when KI"<0,150, using given in the dimenSional data table for
Bedding-The above table is based the correct coefficient. The table has Wall A pipe through 96.inch diameter,
I on installations with ordinary bedding' been computed uSing materials with and on wall thicknesses given in table
and should not be used for other a unit weight of 110 pounds per cubic for large diameter pipe with 102. and
conditions. except as noted. D.loads foot. For materials haVing a unit weight 1G8.inch diameters. Thicker wall
I given in the table are based on a load other than 110 pounds per cubiC foot. designs may require a slightly higher
factor of 1.50, For classes of bedding the correct dead load can be D.load classification,
with load factors other than 1.50. the calculated by multiplying the dead For earth covers of two to eight feet.
corrected dead load may be obtained load shown In the table by the deslfed the tabulated dead load D.loads ;
I by multiplying the table's dead load by unit weight and dividing by 110, approach the maximum loads that
I 6 \1.- '\.
1'-
I
~ Pipe diameter in inches
57 60 63 66 69 72 75 78 81 84 87 90 93 96 102 108
223 221 218 216 214 212 211 209 208 206 205 204 203 202 203 201
769 731 696 664 636 609 585 562 541 522 504 487 471 457 430 406
993 952 915 881 850 822 796 772 749 729 710 692 675 659 633 607
277 273 271 268 266 263 261 259 258 256 255 253 252 251 252 250
564 536 510 487 466 446 429 412 397 383 369 357 346 335 315 297
841 810 781 756 732 710 690 672 655 639 625 611 598 586 568 548
329 325 322 319 316 314 311 309 307 305 304 302 300 299 401 298
427 406 386 369 353 338 325 312 300 290 280 270 282 253 239 225
756 731 709 688 669 652 636 622 608 596 5B4 573 563 553 540 524
430 426 421 418 414 411 409 406 404 401 399 397 395 394 396 393
273 273 273 273 273 273 262 252 243 234 226 218 211 205 193 182
704 699 695 691 688 685 671 658 647 636 626 616 607 599 589 576
527 522 518 513 510 S06 503 500 497 495 492 490 488 486 490 486
192 192 192 192 192 192 192 192 192 192 192 192 186 180 170 160
720 715 710 706 702 899 696 693 690 687 685 683 675 667 660 647
621 615 610 606 601 598 594 591 588 585 583 580 578 576 581 577
143 143 143 143 143 143 143 143 143 143 143 143 143 143 143 143
765 759 753 749 745 741 738 735 732 729 726 724 722 719 727 720
711 705 700 695 690 686 682 679 676 673 670 668 665 663 669 665
111 111 111 111 111 111 111 111 111 111 111 111 111 111 113 113
822 816 811 806 802 798 794 790 787 784 782 779 777 775 782 778
797 791 786 781 776 772 768 765 761 758 756 753 751 748 756 752
88 88 88 88 88 88 88 88 88 88 88 88 88 88 90 90
886 880 874 869 865 861 857 853 850 847 845 842 840 837 846 842
Cover
in feet
I
2.0
I
2.5
I.
3.0
4.0 ..,
I.
5.0 :i
j
6.01
..~i
7.0 "~
j
'1
~
I
I
8.0
I
9.0 1
10.0 i
11.0 <
12.0<1
14.0 1
16.0 1
18.0 ;:j
20.0 ,~
24.0 ~I
914
987
1059
1131
1272
1409
1542
1669
1908
918
991
1063
1135
1275
1411
1542
1668
1903
908
979
1050
1120
1257
1389
1516
1637
1883
921 918 915 913 911
992 989 986 984 982
1062 1059 1057 1054 1052
1131 1128 1126 1124 1122
1265 1263 1262 1260 1258
1394 1393 1392 1391 1390
1516 1516 1516 1516 1516
1632 1633 1834 1635 1636
1846 1850 1853 1857 1860
924
995
1065
1134
1267
1395
1516
1631
1842
928
998
1068
1137
1270
1397
1517
1631
1839
957 951 945 940 936
et<- 1027 1021 1016 1011 1006
1096 1090 1085 1080 1076
1163 1157 1152 1148 1144
1292 1287 1283 1279 1275
1412 1409 1405 1403 1400
1525 1523 1521 1519 1518
1630 1629 1629 1629 1629
1818 1821 1825 1828 1832
932
1002
1072
1140
1272
1398
1517
1630
1835
I
I
I
1980 1987 1994 2002 2009 2018 2032 2030 2037 2043 2050 2056 2062 2068 2118 2128 28.0 ;~
2118 2130 2142 2153 2164 2175 2186 2196 2206 2216 2226 2235 2244 2253 2313 2326 32.0 ."-.
2237 2253 2269 2285 2300 2315 2329 2343 2357 2371 2383 2396 2408 2420 2490 2509 36.0":,j
2338 2359 2379 2399 2418 2437 2456 2474 2491 2508 2524 2540 2556 2571 2651 2675 40.0 .>
I
nine feet and greater, live loads are
included in the Indicated D.loads.
Live loads-Live load distribution is
calculated from AASHTO HS20 for
truck loads3 For different wheel
loadings. correct live loads can be
obtained by multiplying live loads
shown in the table by the desired
maximum wheel load in kips and
dividing by 16. This table IS limited
to AASHTO live load distributions
(a square at backfill depth. H, whose
Sides equal 1.75 H) for single truck
loading with Impact factors based on
depth. A live load factor of 1.50.
recommended In Iowa State College
Bulletin 112 by Spangler for ordinary
bedding or better. is used. For covers
occur at the transition trench width.
The difference in dead load for wider
trench widths or the projecting condUit
condition may be a small value and the
pipe may safely withstand the increase.
For assurance It will be necessary to
recompute the D.loads for any
Installation change at any
depth of cover.
Safely faclor-A safety factor of
1.0 against the occurrence of the
O.Q1'lnch crack IS assumed In the
calculations. If a factor different than
~'.o IS deslfed. corrected D.loads can
obtained by multiplYing loads
shown In the table by the deslfed
safety factor.
I'
References
1. "Soil Engineering." Spangler. M.G.
and R. L. Handy; Intexl Educational
Publishers fourth edition, 1982
2. "Loads on Underground Conduits,"
Engineeflng Library 1.2. Ameron, 1973.
3. "Standard Specification for
Highway Sfldges." American
Association of State Highway and
Transport2: on OffiCials (AASHTO).
thlfteentr eOltion. 1983.
I
I
I
Ii
i
I)
\~
7
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
BACKUP INFORMATION:
The following information is provided for information only.
The Rancho California Commerce Center Study by RBF shows that Lot 7 Hydrology
was tabled into the overall area hydrology.
The two reports by NBS/Lowry provides a more detail analysis and substantiates the
previous RBS study.
The Unnamed Hydrology Study by Douglas B. McCartney provides information that
Lot 9's hydrology is taken into account into the overall area hydrology.
Portions of hydrology report For the City of Temecula CFD 88.12 are included
because it substantiates the Douglas B. McCartney Study.
Currently J.F. Davidson Associates, Inc., under contract with the City of Temecula, is
re-analysing the existing and proposed 78-inch R.C.P. J.F. Davidson Associates,
Inc. will provide for the storm water from Lot No.9 in the ongoing study. Portion of
the preliminary report have been included.
\vf\
RANCHO CALIFORNIA
COMMERCE CENTER
GENERAL PLAN AMENDMENT
Volume I
Hydrology
..
Prepared for:
BEDFORD PROPERTIES
,j
i:'j
]
.J
J
;J
1
t
I
I
Prepared by:
Contact Person: Bruce Phillips, RCE 38635
Novin Rashedi
IN 25255
January 23, 1989
Revised March I, 1989
Revised April 21, 1989
~.
,.
\1::P
IJJ
II
IJJ
I~J
..
III
II
II
II
II
1'1
II
~I
,l
II
I)
i1
'j)
I
'.
I
III. EXISTING DRAINAGE CONDITIONS
The majority of the project area is located within the Santa Gertrudis Valley, to the north
of the confluence of the Santa Gertrudis and Murrieta creeks. There are five subbasins
contributing runoff to the project site from the east. The largest tributary area is about
1427 acres originating at the Temecula foothills with a peak elevation of approximately
1440 feet above mean sea level(MSL). At north there are four separate subbasins tributary
to the project site. Santa Gertrudis basin, a master planned basin within the Murrieta
Creek Area Drainage Plan (RCFC&WCD, 1986), is also tributary to the project site from
northeast. Also, there are two smaller basins tributary to southwest of the project area.
The 10- and 100-year design flow rates developed for the basins tributary to the project site
are shown on Exhibit B and in more detail presented on the hydrology map (Exhibit F).
Santa Gertrudis Channel bisects the project site in a southwesterly direction. The project
site is comprised of a main basin contributing flow to the Santa Gertrudis channel, two
subbasins flowing southwesterly south of the main basin, and three other subbasins flowing
southwesterly north of the main basin. There are also three smaller subbasins at west
flowing towards the Warm Springs Creek. All of these subbasins finally discharge into the
Murrieta Creek. Onsite 10- and l00-year flow rates were determined for the subbasins
within the project site (Exhibit B).
Currently there are no improved drainage facilities within the project site. However, there
are a number of RCP's, CSP's, and RCB's under I-IS freeway. In addition, there is an
existing 10' X 5' RCB under Ynez Road, located approximately 1200 feet north of Solana
Way. The calculated capacity of these drainage facilities are shown on Exhibit B.
Preliminary hydrologic investigation of this study indicates that the combined capacities of
the facilities north of the Santa Gertrudis channel and southwest of the project site under
the I-IS Freeway exceeds the l00-year design discharges generated from tributary subbasins
at northeast. A new culvert with a capacity of 1250 cfs has recently been constructed under
Ynez Road. However, the combined capacities of all drainage facilities south of Santa
Gertrudis channel and southwest of the project site are lower than the generated tributary
design flows.
The flood boundaries as presented on the Federal Insurance Rate Maps (FIRM) of the
Federal Emergency and Management Agency (FEMA) are shown on Exhibit E. Majority
of the project site except for the Santa Gertrudis channel crossing falls within a zone C of
the FIRM. Most of the Santa Gertrudis channel limits within the project site fall within a
zone A of the FIRM. Zone A and zone C designate areas of 100-year and minimal
flooding respectively.
8
\"?\
I
I
I
170
4. HYDIU.UUCS
I
FUll
I
90
1/ jl":r---,
"
~ V,~. ,I \
1> ~':~o I
ti ~fi Q'''c,:./
1 h/ .
.~,/
/)'
l /' ~o
$..,<" ,
/)'O~/
~ -r tV
-7 I ,'" v'
./
v: V v V ,'"
/ v .... .'/
~~v
.1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 1.1 1.2
80
I
70
I
!
..
"ii 60
o
....
'0 50
<
.
" 40
;;
...
I
30
20
I
10
o
I
Proportional Volu~s Bosed on Full Conditions
Fig. 4-26. Hydraulic ~roperties of corrugated steel and structl.lral plate pipe-arches.
I
Table 4-12 Full.F1ow Data for Corrugated Steel Pipe.Arche.
Corrugations 2~ x YJ in.
I
Dimensions in J nches I
I Hydraulic
Pipe-Arch Waterway Radius
Pipe I Ar.. AfrO
Diam. Span Rise in Sq n in Feet
15 18 11 1.1 0.280
18 22 13 1.6 0.340
21 25 16 2.2 0.400
24 29 18 2.8 0.4.\6
30 36 22 4.4 0.560
30 43 27 6.4 0.679
'42 50 31 l7 0.791
'48 58 36 11.4 0.907
'54 65 40 14.3 1.012
'50 72 4.\ 17.6 1.120
'66 79 49 21.3 1.233
'72 85 54 25.3 1.342 ..
I
I
I
..
Corrugations 3 x 1 in.
I
66 73 55 22 1.273
72 81 59 26 1.379
78 87 63 31 1.518
84 95 67 35 1.592
90 103 71 40 1.698
I
-These sizes apply to both types of corrugations: 20/3 x ~ and 3 x 1 in.
I
\ ":fV
I
I
"
I 180 10.000 (I)
168 8,000 EXAMPLE
I 6,000 0.36 inches (3.0 feel) (2)
156 6.
5,000 a_66 ell (3)
144 4,000 5. 6.
HW. HW
I 132 3,000 D (ful) 5. 6.
(II 1.8 S.. 4.
120 5.
2,000 (21 2.1 6.3
4.
I (3) 2.2 6.6
108 3. 4.
-D in het
96 1,000 3.
I 800 3.
84 600 2.
500
I /" --.....---
400 2. 2.
1Il 72 /' 0
w 300 /' ~
:t: / 1.5
I <.) <fl ~
Z LL 200 .,5./
60 <.) <fl 1.5 1.5
z z ~i-~ 0::
w
e g /' >-
I 54 /' w
~
>- "'3 X 65=195 CFS <t
0::
w 0
> Z
..J
I ::> /l;; 1.0 1.0
<.) :t:
42 ./" 50 >-
LL 0
0 40 w 1.0
0:: /' 0 .9 .9
I w 36 30 .illY SCALE ENTRANCE 0::
>- W
W 0 TYPE >- .9
~ 33 <t
<t 20 Hudwoll ~ .8 .8
(II 0
I 0 <t
30 (21 Mittrtd to conform W
to slope :t: .8
27 10 1(31 Projec1inv
I .7 .7
8
24 .7
6
I 5 To un Icol. (2) or (~) proj.ct
21 4 hathonlall, to Ical. (I). then .6
" uu .'roiehl inclined Ilu throu9h .6
3 o ond 0 scolu. or rev.,.1 os .6
I 18 i1lustrohd.
2
I 15 .5
.5
1.0 .5
I CULVERT CAPACITY FULL FLOW
12 HEADWATER DEPTH FOR
C. M. PIPE CULVERTS
I BUREAU OF PUBL.IC ROADS WITH INLET CONTROL
OctoBER 1960
I \'?~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Il:ADINS Uti: tfJ 1 IS -
Il:ADINS Uti: tfJ 2 IS -
Il:ADINS Uti: tfJ 3 IS -
F 0 5 1 5 P
IIATER !iIlffICE PRlFILE - TIRE CMll LlSTIN6
Pl&: tfJ 0
PROJECT Nl. '10-12240-1 a:J) 1lll-12 23 SEPT 19'11
IWL YSIS IF 54' X 85' CII'A at 5ll.M'l IIAY AlII YIE1 RIlAD
IWLYSIS IDE USIN6 ErAJIWtlMT PIPE DIAlETERSISIFFIT COORIl.I
C F 0 L I t-..\ t: J- \
\ ":J-5
I
J
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
CARll
aIlE
CD
CD
SECT OIl
III TYFE
I 4
2 3
III CF rNf. PIER
PIERS NIDTH
o 0.00
FOSI:i'
MATER SI.llFOCE PRlFlLE - 0WtEl IH"INITHJI LlSTllE PllIlE 1
IEI6IIT 1 BASE n. ZR' INV YUl Y<2l Yl3l Y(4) VIS) Y(b) ym Y(SI Y(91 YUO)
DIMTER NIDTH IlIlIP
b.oo
4.00 12.00 0.00 0.00 0.00
,,??
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F0515P
~TER !Uf~ PRlFILE - EI..EIDT CMIl L1STlIti
B..EIBlT Nl 1 IS A SVSIDl 1llllET. ..
U/S MTA STATllJI IIMRT 5EI:T
100.00 1035.91 1
B..EIBlT Nl 2 IS A Il8Dl . ..
U/S MTA STATllJI INVERT 5EI:T
615.00 1043.68 1
PA6E Nl 2
N S ElEV
1040.41
N
0.024
RADIUS 4NilE AH6 PT /IAN H
0.00 0.00 0.00 0
B..EIBlT Nl 3 IS A 1IWISITIlJI . ..
U/S MTA STATllJI INVERT 5EI:T N
641.00 1043.96 2 0.015
B..EIBlT Nl 4 IS A SVSIDl IEAIllIR<S . .
U/S MTA STATllJI INVERT 5EI:T N S ElEV
641.00 1043.96 2 0.00
Nl EDIT EJmlS EN:lUflEIlEIHDIATllJI IS 11II IEliIIIlIIti
H lIMHIIti Nl. 2 H - ~TER !UfACE aEVATllJI 6II,9l IS LESS llMlJl EQU(t.S ItMRT aEVATllJI IN IDI<DS, N.S.ElEV = IHY + DC
\~\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
FOOl51' PAGE 1
IIAlER !UFla PllIFILE L1STIPI;
I'IlllJEcr Nl.90-12240-1 CFD Bll-12 23 SEPT 1991
AIW.. YSI5 IF 54'XO:;'CII'A at SllMl IIAY 1M) YI€Z RlWl
AlW..YSI5 IOE IEIP1; EIlJIVlUIIT PIPE DIIWETERSISlfFIT COO1lO.J
STATlIJl IIMRT JE>1H 11.5. I! ..u ..u EIER6Y SlFER CRITICfL !liT I BASEl Zl Nl A\IBPR
EI.EV IF FUJI EI.EV lEAD 6RD. El. EI.EV JE>1H DIA ID Nl. PIER
ua.at SO SFA'IE IF lOll JE>1H ZR
11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111..111.......1111111.1111
100.00 103'5.91 5.208 1041.118 374.6 14.37 3.207 1044.3'25 0.00 5.208 6.00 0.00 0.00 0 0.00
6.n 0.01509 .02373'/ 0.16 6.000 0.00
106.n 1036.01 5.5:5lI 1041.570 374.6 13.70 2.916 1044.486 0.00 5.208 6.00 0.00 0.00 0 0.00
26.13 0.01509 .024730 0.65 6.000 0.00
132.90 1036.41 6.000 1042.406 374.6 13.25 2.n6 1045.132 0.00 5.208 6.00 0.00 0.00 0 0.00
482.10 0.01509 . 02IE1.0 12.79 6.000 0.00
615.00 1043.68 11.582 1055.262 374.6 13.25 2.m 1057.988 0.00 5.208 6.00 0.00 0.00 0 0.00
TRANS 5TR o.olon .007047 0.18 0.00
641.00 1043.96 13.432 1057.392 374.6 7.0:; 0.'156 1058.348 0.00 3.117 4.00 12.00 0.00 0 0.00
\'?~
I
F0515P
IIAlER !U\FN:E PfilFILE - TITlE CiVlIl L1STUti
PI'&: III 0
I HEADING LINE III 1 IS -
I fEADlNG LINE III 2 IS -
I fEADING LINE III 3 IS -
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
PIlllJECT 1II.'i~H2240-1 CFD 8&-12 23 SEPT 199HLlNE JAI
~VSIS IF TRIPlE 48 Ir<<:H STOOl! DRAIN AT YlEZ RD , SllJll<A IIAY
~VSIS IDE !SIll; 1 PIPE lMlll3 FUll ( H.6.L. 1057.392)
C.F D Ll HcZ:J'A (C./.\.SE I.\
\""-
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
CMD SECT
aJI)E III
CD I
CD 2
QtI IIllF AVE PIER
TYPE PIERS IIID11l
4
4
F0515P
lIATCR SlR'ACE PRlFILE - 0WfEL DEFINlTIlIl LISTING PA6E I
IEI6HT I BASE n. ZR IllY Y(1) Y(2) Y<3l Y(4) YIS) Y161' ym YIS) y(q) Y(10)
DIlVEJER IIID11l DRIP
4.00
2.00
\b(J
I
I
I
I
I
I
B..EIDT III 6 IS A REIOl . ..
U/S DATA STATIIJl Itf.{RT SEI:T
I 782.00 1047.00 1
B..EIDT III 7 IS A SYS1Ell IEADlIJll(S ·
U/S DATA STATIIJl IIMRT SELT
782.00 1047.00 1
111I EDIT ERRIJlS EJ<<:llIl1EREIHATIIJl IS 101 IlE6IIfIIIIi
H lfAIiNIIIi III. 2 H - IiATER 5l>>'ACE aEVATIIJl 611,91 IS LESS TI'IlN [Jl EOOAlS INVERT aEVATIIJl IN HDlIalS, M.S.ELEV = INY + DC
I
I
I
I
I
I
I
I
I
I
I
F0515P P& III 2
IiATER 5l>>'1a: PIlIFILE - B..EIDT rm LISTIIIi
B..EIDT III 1 IS A SYSTEII IllTtET . . .
U/S DATA STATIIJl Itf.{RT SEI:T M S ELEV
641.00 1043.96 1 1057.39
B..EIDT III 2 IS A JlJCTIIJl . . . . . . .
U/S DATA STATIIJl IPMRT SECT LAT-I LAT-2 N Il3 Il4 IIMRT-3 IIMRT-4 PIlI 3 PIlI 4
651.00 1044.04 1 2 o 0.013 9.7 0.0 1045.04 0.00 '10.00 0.00
B..EIDT III 3 IS A REIOl . . .
U/S DATA STATIIJl IIMRT SEI:T N RAIlIIS AI&.E IMi PT !WI H
671.00 1044.31 1 0.024 0.00 0.00 0.00 0
B..EIDT III 4 IS A REIOl . . .
U/S DATA STATIIJl IIMRT SEI:T N RAIlIIS AI&.E IMi PT !WI H
732.00 1044.68 1 0.024 0.00 0.00 0.00 0
B..EIDT III 5 IS A JlJCTIIJl . . . . . . .
U/S DATA STATIIJl IPMRT SEI:T LAT-I LAT-2 N Il3 Il4 IIMRT-3IIMRT-4 PIlI 3 PIlI 4
75'/.00 1045.'13 1 2 0 0.013 7.9 0.0 1046.'13 0.00 '10.00 0.00
N
0.024
RAIlIIS AIIilE AlIi PT !WI H
0.00 0.00 0.00 0
.
M S ELEV
0.00
\1>.;\
I ~ ~
IIATER 5IJ<fACE PRlFILE LISTING
PROJEl:T Nl. '10-12240-1 o:n 89-12 23 SEPT 1991!LIIE JA)
AN/USIS IF TRIPlE 48 1101 STlJi1lIlRAIN AT YIEZ RD ~ SllJVlA IIAY
I lWt.'iSIS IDE I.6ING 1 PIPE AND 1/3 FUJI ( H.6.L. 1057.3'/2)
STATIlJl IIMRT JE>TlI 11.5. Q l,R l,R EIER6Y SIJ'ER CRITIClt. IIrrI BASEl ZL Nl A'MR
ELEV IF FUJI ELEV lEAD 1ilIl.a.. ELEV JE>TlI DIA ID Nl. PIER
II '~"""~"'I"'II""""""""""'II"""""'~'~~'I'I'~""II"""II"III'~'~~"""""'I""'~"IIIII1III
II 641.00
J\.N:T STR
651.00
I 20.00
671.00
I 61.00
732.00
J\.N:T STR
I 75'1.00
23.00
I 782.00
I
I
I
I
I
I
I
I
I
I
I
1043.96 13.430 1057.3'10 136.6 10.87 1.1135 1059.225 0.00 3.47'/ 4.00 0.00 0.00 0 0.00
0.001IOO .008424 0.08 0.00
1044.04 13.'137 1057. 'fT7 126.9 10.10 1.584 105'1.561 0.00 3.378 4.00 0.00 0.00 0 0.00
0.01350 .026600 0.53 4.000 0.00
1044.31 14.199 1058.50'1 126.9 10.10 1.584 1060.093 0.00 3.378 4.00 0.00 0.00 0 0.00
0.001I)7 .026600 1.62 4.000 0.00
1044.68 15.452 1060.132 126.9 10.10 1.584 1061.716 0.00 3.378 4.00 0.00 0.00 0 0.00
0.04630 .007334 0.20 0.00
1045.'/3 14.782 1060.712 119.0 9.47 1.3'/3 1062.105 0.00 3.286 4.00 0.00 0.00 0 0.00
0.04652 .0233'/2 0.54 2.487 0.00
1047.00 14.250 1061.250 119.0 9.47 1.393 1062.643 0.00 3.286 4.00 0.00 0.00 0 0.00
,,,,,-1/
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
fEAD1NG Ll/€ NJ I IS -
lEADING Ll/€ NJ 2 IS -
lEADING Ll/€ NJ 3 IS -
FOSISP
IlATER !UFACE PflIFILE - TIRE CMD LlSlUIi
PA6E NJ 0
PRIlJEI:T MI. 9lr12240-I 12 SEPT 1'1'/1
-.VSIS IF ClNETlIl PIPES AT '/IEZ ROAD SlATIlJl 84 + 50.00
lJ'D 1I1l-12 LIfE MI.F FILE: CFlUfEF.DAT (Ifil = 1057.997 per lJ'D LIfE JA)
CFD LINt F
\ b" ":>
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
FOSl5l'
II/ITER SlJlFACE Pm:ILE - DWIElIlEFINITIIJI LISTIIti PASE I
CARll SECT Ofl NllF rNf. PIER IEIIilT 1 BASE ZL ZR IIN Y(I) Y(21 Y(3) Y(4) Y(S) Y(6) Yl7l y(a) Y(9) YllOI
ClJI)E Nl mE PIERS 1I1DlH DIMltR IIIDlH IRJ'
CD I 4 2.00
CD 2 2 0 0.00 4.00 3.16 0.00
\A,A..
I
I
I
aEI9IT III 3 IS A REACH . ..
I UIS DATA STATIlJl IINERT SEI:T
258.00 1047.87 1
aEI9IT III 4 IS A IAL EIITRAIa .
I U/S DATA STATllJI IINERT SECT
258.00 1047.87 2
aEI9IT III 5 IS A SYSTEIl tEAllIIR(S .
UfS DATA STATllJI IINERT SECT
I 265.00 1048.37 2
III EDIT ERRmS OCllJITEID-lDfIATllJI IS 1OI1lEGlltllMi
H IlARNIMi III. 2 H - !lATER SUlFACE B..EVATllJI 61l,{N IS LESS TlWl [Jl ~ IIMRT B..EVATllJI IN HIllIKDS, II.S.ElEV = IIN + DC
I
I
I
I
I
I
I
I
I
I
I
I
I
aEI9IT III
F051SP
!lATER SUlFACE PRlFILE - aEI9IT CMD LlSTI..,
1 IS A SYSTEIl 1JJllET. ..
UIS DATA STATllJI IIMRT SEI:T
102.10 1045.04 1
Pl\6E III 2
II S ElEV
IIl5ll.oo
aEI9IT III 2 IS A REACH . ..
U/S DATA STATllJI IIMRT SEI:T
103.40 1045.10 1
N
0.013
RADIUS AIIll AN6 PT !WI H
0.00 0.00 0.00 0
N
0.013
RADIUS AIIll AN6 PT !WI H
1255.00 7.05 0.00 0
FP
0.200
.
II 5 ElEV
0.00
/
\ b>.,"::>
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F051SP PASE
IlATER SlR'ACE PlU'ILE L1STlIIl
PROJEI:T III. '10-122.1 12 SEPT 1991
AlW.YSIS IF lDfET1)l PIPES AT YIEZ lUll STATJ(1l 84 + 50.00
CFlllIlH2 LINE III.F FILE: ll'IllINEF.DAT liB. = If1JT.'1'f7 per CFII LINE JA)
STATJ(Jl INIIERT IE'TH N.S. Q In In ENEIlSY SFER CRITICAl H6T1 BASEl Zl III AYIlPR
ELEY IF FUll ELEY lEAD &lIl.B.. ELEY IE'TH D[A ID III. PIER
LIB.EII SO !rIM: If' IDlII DEPTH ZR
11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111..1111111111111111111
102.10 1<H5.04 [2.960 1058.000 9.7 3.09 0.148 1058.148 0.00 1.114 2.00 0.00 0.00 0 0.00
1.30 0.04615 .00183'/ 0.00 0.602 0.00
103.40 1<H5.10 12. '102 1058.002 9.7 3.09 0.148 1058.150 0.00 1.114 2.00 0.00 0.00 0 0.00
154.60 0.017'12 .00183'/ 0.28 0.780 0.00
ZilI. 00 1047.87 10.425 1058.2'15 9.7 3.09 0.148 1058.443 0.00 1.114 2.00 0.00 0.00 0 0.00
IW..l. ENTIllN:E 0.00
ZilI.OO 1047.87 10.719 1058.589 9.7 0.2'1 0.001 1058. 5'10 0.00 0.664 4.00 3.16 0.00 0 0.00
IW..l. ENTIllN:E 0.00
265.00 1048.37 10.719 1059. 0lI9 9.7 0.2'1 0.001 1059.090 0.00 0.664 4.00 3.16 0.00 0 0.00
\. ,,<(p
I
F0515P
MATER 5lI<F1O: PRlFlLE - TIlLE !:MIl LISTllti
PASE III 0
I HEADING LINE tfJ 1 IS -
I fEAIllNG L1N:: tfJ 2 IS -
I fEAIlING L1N:: tfJ 3 IS -
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
PlIIJB:T Ill; '10-12240-1 4 J\JIE 1'1'/1
ANALYSIS IF ClHECTIIl PIPES AT YIU ROAD STATllII B4 + 50
l:FD 89-12 LIfE 1Il.6 FILE: CFIl.He.DAT (1Iil = 1060.712 per l:FD LIfE JAI
\t..\
I
I CARD SECT Ofl ICIlF rNE PIER
1m ICI TYPE PIERS IIIDTH
CD 1 4
CD 2 2 0 0.00
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F051SP
II/ITER SlJlFACE PIllFILE - 0WtEL DeFINITH)1 LlSTINIi
IIOIIilT 1 BASE lL lR INV Y(1) Y<2l Y(31 Y(4)
DIAIETER IIIDTH DRIJ>
2.00
4.00 3.16 0.00
PA6E 1
Y(S) Y(6) Y(7) Y(S) Y(9) Y(IOI
\~~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F 0 5 1 5 P
IIATER st>>'ACE PfilFILE - E1..EIElIT CMD LISTItti
E1..EIElIT III 1 IS A 5'tSIDl ll1TlET. ..
U/S DATA STATIlJI IIMRT SECT
102.141040.93 1
PASE III 2
B..EIENT III 2 IS A REfOl . . .
U/S DATA STATIlJI IIMRT SECT N
104.20 1040.97 1 0.013
B..EIENT III 3 IS A REfOl . . .
U1S DATA STATIlJI IIMRT SECT N
204.00 1047.87 1 0.013
B..EIENT III 4 IS A 1IAI.L EIm!llII:E .
UIS DATA STATIlJI IIMRT SECT FP
204.00 1047.87 2 0.200
W S El.EV
1060.71
RADIUS MilE /Mj PT IlAN H
0.00 0.00 0.00 0
RADIUS MilE /Mj PT IlANH
1145.00 5.06 0.00 0
B..EIENT III 5 IS A REfOl . ..
U/S DATA STATIlJI IIMRT SECT N RADIUS MilE /Mj PT IlAN H
211.00 1048.37 2 0.015 0.00 0.00 0.00 0
B..EIENT III 6 IS A 5'tSIDl IDIMRS . .
U/S DATA STATIlJI IIMRT!HT W S El.EV
211.00 1048.37 2 0.00
III EDIT EIlRIIlS EII:lUITERBHDI'ATIlJI IS 101 BESIIflItti
H WARNIIIi Ill. 2 H - IIATER st>>'ACE ElEVATIlJI 61"91 IS LESS TWlN III EIl.W.S IIMRT ElEVATIlJI IN HDltJJS, W.S.El.EV = I~ + DC
\A,~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F05I5P PllIiE 1
IlAlEl SlH'ACE PIlIFILE LISTII6
PROJECT Ml. 90-12240-1 4 .IltE 19'11
ANALYSIS IF ClHECTIJl PIPES AT YNEI ROAD STATIlJ~ 84+50
CFD 88-12 LItE Ml.6 FILE: CFDLItE6.DAT oa = 1060.712 per CFD LItE JA)
STATlCll ItMRT DEPTH N.S. Q VEL VEL EIER6Y Sl..f'ER CRITlCAL HSTI BASEl IL Ml AVBl'R
ELf1I OF FUll ElEV lEAD SRD. EI.. ELf1I DEPTH DIA ID NO. PIER
L/ElEl1 SO SF AVE IF t<<lRII DEPTH IR
.......ffiti++ff+ftJIIIIJIIIIIIIJIIIIIIIIIIIJJIIIIIIIIIIIIIIIIIII+t+ftff++f+f+ff++4ff++f4~ff+fff++fff+lf+f+ff+l+ffffffffffltf
102.14 1046.93 13.780 1060.710 7.9 2.51 0.0'/8 1060.808 0.00 1.000 2.00 0.00 0.00 0 0.00
2.06 0.01942 .001219 0.00 0.680 0.00
104.20 1046.97 13.743 1060.713 7.9 2.51 0.0'/8 1060.811 0.00 1.000 2.00 0.00 0.00 0 0.00
9'1.80 0.00902 .001219 0.12 0.840 0.00
204.00 1047.87 12.969 1060.83'/ 7.9 2.51 0.0'/8 1060.9'Sl 0.00 1.000 2.00 0.00 0.00 0 0.00
lML1. ENTRAIa 0.00
204.00 1047.87 13.165 1061.035 7.9 0.19 0.001 1061.036 0.00 0.S19 4.00 3.16 0.00 0 0.00
7.00 0.07143 .0??oo3 0.00 0.260 0.00
211.00 1048.37 12.665 1061.035 7.9 0.20 0.001 1061.036 0.00 0.579 4.00 3.16 0.00 0 0.00
\~o
I
I fEADlNG LINE r.o I IS -
I HEADING LINE r.o 2 IS -
I,
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
fEADlNG LINE r.o 3 IS -
F0515P
IlATER SlR'/(E PRlFILE - TIRE CMIl LISTIII;
Pll6E r.o 0
FmIm 1Il.'1O-I2240-1 a:D 89-12 22 SEPT l'1'IIlLlIE JB)
AlW.YSIS IF TRIPLE 48 IIDl STlRlllRAlN AT YIEZ RD . !ilLM'\ IIAY
AlW.YSIS IJ(JE USIII; I PIPE 1M) 1/3 FUJI ( H.6.L. 1057.3'/2)
C.FO 1.1t-lE: S13 (Cc..SE:lI:\
\-5\
I
I CARD SECT ~ III fE A'.l:: PIER
CODE III TYPE PIERS WIDTH
01 1 4
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F05151'
WATER SlllFACE PRlFILE - 0WfEl DEFINlTHIl LlSTINEi Pll6E 1
fEI9IT 1 BASE ZL . ZR INI/ Y(1) Y(21 Y<3l Y(4) VIS) Y(6) Y<7l Y(SI Y(9) mO)
DIA/ElER WIDTH IRP
4.00
\ -S'tr
I
I
I,
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F 0 5 1 5 P
IIIlTER !1R'N:E I'llIFlLE - ELEIENT CMIl LlSTINi
ELEIENT III 1 IS A SYSTEIl llITLET. ..
UfS DATA STATlIJi IIMRT SECT
1>41.00 1043.96 1
ELEIENT III 2 IS A REtOl . ..
UfS DATA STATlIJi IIMRT SECT N
671.00 1044.31 t 0.024
ELEIENT III 3 IS A REtOl . ..
UfS DATA STATlIJi IIMRT SECT N
732.00 1044.68 1 0.024
ELEIENT III 4 IS A REtOl . ..
UfS DATA STATlIJi IIMRT SECT N RAIlI15 AIIilE ANi PT IIAN H
782.00 1047.00 1 0.024 0.00 0.00 0.00 0
EI..ElENT III 5 IS A SYSTEIl IEAIllIR<S . .
UfS DATA STATlIJi IIMRT SECT N S ELEV
782.00 1047.00 t 0.00
III EDIT EImlS ~ATlIJi IS IDIl1EBlNNlNi
H IlMNINi Ill. 2 H - IIIlTER !1R'N:E ELEVATlIJi 61'IEN IS LESS llWllll ~ INlJERT ELEVATlIJi IN HDlIKIlS, N.S.ELEV = INY + DC
PA6E III 2
N S ELEV
1057.39
RADI15 AIIilE ANi PT IIAN H
0.00 0.00 0.00 0
RAIlI15 AIIilE ANi PT IIAN H
0.00 0.00 0.00 0
\ -S':J
I
I'
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~ I
Fo:il5P
IIATER 5lJlFAQ; PllIFILE LISTllIi
I'RlJEI:T 1Il.90-12240-1 a:D 8&-12 22 SEPT 199I(LIIE JB)
f<lW.YSIS IF TRIfLE 48 I~ ST!RIIlRAIN AT VlEZ RD & Sll.ANllIlAY
f<lW.YSIS IXJE ISII1i I PIPE AlaI 113 FUJI ( H.6.L. 1057.3'12)
STATIlIl I!f.IERT IE'TH N. S. Q VEL VEL aesv SlFER CRITICft. HiT I BASEl ZL III AYIIPR
ELEV IF FUJI ELEV lEAD SlII.EL. ELEV DEPTH DIA ID Ill. PIER
lJB..EIl SO !r AItl:: IF NRl DEPTH ZR
11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111I11II11111111111111I1
641.00 1043.96
30.00 0.01167
671.00 1044.31
61.00 0.00607
132.00 1044.68
50.00 0.0%40
782.00 1047.00
13.430 1057.390
119.0
13.782 10511.092
119.0
9.47 1.3'/3
.023392
9.47 1.393
10511.783
0.70
1059.485
.023392 1.43
14.839 1059.519 119.0 9.47 1.3'/3 1060.912
.023392 1.17
13.68lI 106O.68lI 119.0 9.47 1.3'/3 1062.001
0.00
3.286
0.00
3.286
0.00 3.286
4.00 0.00 0.00 0 0.00
4.000 0.00
4.00 0.00 0.00 0 0.00
4.000 0.00
4.00 0.00 0.00 0 0.00
2.490 0.00
0.00 3.286 4.00 0.00 0.00 0 0.00
\~'"
I
I fEADIN6 LINE NJ I IS -
I fEADlN6 LItE NJ 2 IS -
I
I
I
I
I
I
I
I
I
I
I
I
I
.'
I
I
fEADlN6 L1ti: NJ 3 IS -
F 0 5 1 5 P
WATER !UfAI:E PIlIFILE - :T1ru: CARll L1STlN6
P&NJ 0
PROJEI:T 1Cl.'IO-I2240-1 a:Jlll1H2 23 SEPT 1991<L1ti: JCI
ANrLYSIS IF TRIPlE 48 llOf STlHl mAIN AT MZ RD . SlI.JWt IIAY
ANrLYSIS IXJE USllIi 1 PIPE AND 1/3 FUJI ( H.6.L. 1057.392)
c.F-D LII'-JE:JC (c./+5EILj
\~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
CMD SE!:T
aJIlE III
CD!
FOS!:iP
IilTER 5lJlF~ PRlFILE - OWIEL IlEFINITHIl L1STIN6
0tI IIIlF fINE PIER IElliHT! BASE n. lR IIN Y(\) Y(2) Y!3l Y(4)
TYPE PIERS WIDTII DIMTER WIDTII DIU'
4 4.00
PA6E I
YIS) Y(b) Y(7) Y(8) Y(91 yelO)
,40
I
I
I
I
El.EIDT III 4 IS A REIOl . ..
I UfS DATA STATIlJl INl/ERT SECT
782.00 1047.00 1
El.EIDT III 5 IS A SVSTEIl IEAIllIRS .
UfS DATA STATllJI INI/ERT SECT
I 782.00 1047.00 1
III EDIT EIRIlS EIDlIITERED-aJfATllJI IS 1OI11E1illflIIE
H III1IlNIIE III. 2 H - IlATER SlJlFJ1CE El.EVATllJI 6I'IEIl IS lESS THAll [Jl ~ INl/ERT B..EVATllJI IN 1DI<IlS, II.S.El.EV = INY + DC
I
I
I
I
I
I
I
I
I
I
I
I
I
F0515P
PA6E III 2
IlATER SlJlFJ1CE I'RIFILE - El.EIDT CMIlllSTl1E
El.EIDT III
1 IS A SVSTEIl llITLET. ..
UfS DATA STATllJI INl/ERT SEI:T
641.00 1043.96 1
El.EIDT III 2 IS A REIOl . ..
UfS DATA STATllJI INl/ERT SECT
671.00 1044.31 1
N
0.024
II 5 El.EV
1057.39
RAD IUS I'Hli AlIi PT IW4H
0.00 0.00 0.00 0
RADIUS I'Hli AlIi PT IW4 H
0.00 0.00 0.00 0
El.EIDT III 3 IS A REIOl . ..
UfS DATA STATllJI INl/ERT SECT
732.00 1044.68 1
N
0.024
N
0.024
RADIUS I'Hli AlIi PT IW4 H
0.00 0.00 0.00 0
.
II 5 El.EV
0.00
,-61
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
FOSI:i' PAGE
NATER SlJlFACE PRlFILE LISTING
PROJEI:T 11I.'10-1220-1 CFD Bll-12 23 SEPT 19911LlIE JCI
INl.YSIS IF TRII'tE 48 !1m STIR! DRIIIN AT Yl€Z RD . SllJ1NA NAY
INl.YSIS JXJE L6ING I PIPE IMI 1f.S FUll ( H.6.l. 1057.:m)
STATlIJl IN'lERT IEPlH M.S. Q '-8. '-8. EIER6Y SlFER CRITlcrt. IIiT I /lAfli Zl III AYIII'R
ElEV IF FUll ElEV lEAD SRD.El. ElEV IEPlH DIA ID III. PIER
lIElEll so SF AItf: IF tall IEPTH ZR
11111111111111111'11.1111111111.11111111111111111'1111111111111111111111111111111111111111111111111111111111111111...1.111111111111
641.00 1043.96 13.4JO 1057.390 119.0 9.47 1.393 1058.783 0.00 3.286 4.00 0.00 0.00 0 0.00
;JO.oo 0.01167 . 0Zl392 0.70 4.000 0.00
671.00 1044.31 13.782 1058.092 119.0 9.47 1.393 1059.485 0.00 3.286 4.00 0.00 0.00 0 0.00
61.00 0.0001)7 . 0Zl392 1.43 4.000 0.00
732.00 1044.68 14.839 1059.519 119.0 9.47 1.393 1060.912 0.00 3.286 4.00 0.00 0.00 0 0.00
so. 00 0.04640 .023392 1.17 2.490 0.00
782.00 1047.00 13.6118 1060.6118 119.0 9.47 1.393 1062.081 0.00 3.286 4.00 0.00 0.00 0 0.00
\-5b
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
f€AIl[NG LItE t() 1 [5 -
f€AIlING WE t() 2 IS -
f€AIl[NG LItE t() 3 IS -
F 0 5 1 5 P
lIATER !iJlFACE I'RlFILE - TIRE CARD LISTING
PA6E t() 0
PROJEI:T NJ. 90-12240-1 a:ma-12
IWLYSIS IF 54 !PDI ~ STlIlIlllRAIlIAT Sl1.ANA lIAY AND 'tIEl ROAD
IWLYSIS IF EmMSIIIIIF 54 IIDt ~
C.FD LINe; K
\~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
CMIl !ET Ofl I() IF !WE PIER
~ I() TYPE PIERS NIDlH
[J) I 4
[J) 2 4
F05I~
IlATER 5lJlFACE PRlFILE - OMEI. IHINITIIJj LISTIIE Pll6E I
HEIGHT I BASE Zl ZR IHY Y(I) Y(21 Y(31 Y(4) Y(5) Y(6) Y(]) Y(8) Y(9) Y(10)
DIAIETER NIDlH IRJ'
4.50
2.00
\~Q
I F 0 5 I 5 P PA6E III 2
I llA ItR SUlFIn: PllIFlLE - EI.E1ENT CMlI LI5TI~
EI.E1ENT III I IS A SYS1EIl WTlET . . .
U/S DATA STATII~ IIMRT SECT W S EI.EV
9'/8.Z7 1035.91 I 1040.41
I EI.E1ENT III 2 IS A REfQf . . .
U/S DATA STATI(Jl IIMRT SECT N RADIUS AH6lE IN; PT /Wj H
1033.57 1036.23 1 0.013 50.00 40.45 0.00 0
I EI.E1ENT III 3 IS A REfQf . . .
U/S DATA STATI(Jl IIP.elT SECT N RAIlIUS AI6..E IN; PT IlANH
1086.48 1036.72 1 0.013 0.00 0.00 0.00 0
I EI.E1ENT III 4 IS A REfQf . . .
U/S DATA STATI(Jl III'IERT SECT N RADIUS AI6..E IN; PT /WI H
1092.47 1036. n 1 0.013 50.00 6.85 0.00 0
EI.E1ENT III 5 IS A REfQf . . .
I U/S DATA STATI(Jl IIP.elT SECT N RAIl I US AI6..E IN; PT /WI H
1262.61 1038.33 1 0.013 0.00 0.00 0.00 0
EI.E1ENT III 6 IS A REfQf . . .
U/S DATA STATI(Jl INlJERT SECT N RADIUS AI6..E AIIj PT /WIH
I 1311.76 1038.78 1 0.013 100.00 28.20 0.00 0
EI.E1ENT III 7 IS A REfQf . . .
U/S DATA STATI(Jl III'IERT SECT N RADIUS AH6lE AIIj PT /WI H
I 1500.00 1040.50 1 0.013 5000.00 2.16 0.00 0
EI.E1ENT III 8 IS A REfQf . . .
U/S DATA STATIIll IIMRT SECT N RADIUS AH6lE AIIj PT /WI H
1571.92 1044.01 1 0.013 5000.00 0.49 0.00 0
I EI.E1ENT III 9 IS A REfQf . . .
U/S DATA STATI(Jl IIMRT SECT N RAD IUS AI6..E fWl PT /WIH
1580.00 1044.40 1 0.013 50.00 9.15 0.00 0
I EI.E1ENT III 10 IS A J\K:T1(Jl . . . . . . .
U/S DATA STATI(Jl IIP.elT SECT LAT-I LAT-2 N Q3 Q4 I/fiERT -3 I/fiERT-4 PHI 3 PHI 4
1603.70 1044.82 1 2 o 0.013 39.7 0.0 1040.08 0.00 90.00 0.00
I EI.E1ENT III 11 IS A REfQf . . .
U/S DATA STATI(Jl III'IERT SECT N RAD IUS AI6..E AIIj PT I'VlNH
1636.88 1045.43 I 0.013 50.00 65.29 0.00 0
EI.E1ENT III 12 IS A REfQf . . .
I U/S DATA STATI(Jl III'IERT SECT N RADIUS AH6lE AIIj PT I'VlN H
1668.00 1040.00 1 0.013 0.00 0.00 0.00 0
EI.E1ENT III 13 IS A REfQf . . .
I U/S DATA STATI(Jl IIP.elT SECT N RADIUS AH6lE AIIj PT I'VlN H
1707.Z7 1040.71 1 0.013 50.00 45.00 0.00 0
I
I
I
I
I
I \(p\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F0515P
IIATtR SlIlFACE PlllFILE - a.eor CARll L1STnIl
a.eor III 14 IS A IlEACH . ..
U/S DATA STATlIJI IIMRT SECT N RADIUS AIIll AlIi PT /WI H
1718.27 1046.91 I 0.013 0.00 0.00 0.00 0
a.eor III 15 IS A SY!iTEIl IEAIllIR<S . .
U/S DATA STATlIJI IIMRT SECT N S aEV
1718.27 1046.91 I 0.00
III EDIT EIRRS ~ATlIJI IS /OIIIE6IIffUIl
H IlAllNUIIIII. 2 H - IIATtR SlIlFACE B..EVATlIJI 61'.9l IS lESS THAN III ~ IN'tElT B..EVATlIJI IN HIlII<DS, N.S.aEV = IIN + DC
PAGE III 3
\<01/
I FOSl5l' PAGE
WATER !UlFn PfilFlLE L1STIM;
I PROJECT 1iJ. 90-12240-1 CFD88-12
ANALYSIS !F 54 1r<<:H RCP STOR/1 DRAlNAT SOLANA WAY AND 'INEZ ROAD
ANAl. YSIS !F EXTENSION !F 54 Ir<<:H RCP
STATION INVERT DEPTH N.S. Q VEL VEL ElERliY SUPER CRITICAl. HGTI BASEl ZL /() AVBPR
I ELEV OF FUJII ELEV fEAD GRD. EL ELEV DEPTH DIA ID 1iJ. PIER
L/ELEll SO SF A~ fF t<<JRII DEPTH ZR
fff++f+fffff+f+++ffffff+++fffff++fff+*ffff+f+fffffffff++fffflllllllllllllllllll.111111JIIIIItit+f+fffffffftfffff++f+tff+fffffffffff
I 9'18.27 1035.91 4.500 1040.410 282.7 17.78 4.906 1045.316 0.00 4.358 4.50 0.00 0.00 0 0.00
35.30 0.00906 . rtZOO67 0.73 4.500 0.00
I 1033.57 1036.23 5.567 1041.797 282.7 17.78 4.906 1046.703 0.00 4.358 4.50 0.00 0.00 0 0.00
52.91 0.00926 .020667 1.09 4.500 0.00
1086.48 1036.72 6.171 1042.891 282.7 17.78 4.906 1047.797 0.00 4.358 4.50 0.00 0.00 0 0.00
I 5.99 0.00835 .020667 0.12 4.500 0.00
1092.47 1036.77 6.515 1043.285 282.7 17.78 4.906 1048.191 0.00 4.358 4.50 0.00 0.00 0 0.00
I 170.14 0.00917 .020667 3.52 4.500 0.00
1262.61 1038.33 8.472 1046.802 282.7 t7.78 4.906 lOSt. 708 0.00 4.358 4.50 0.00 0.00 0 0.00
I 49.15 0.00916 .02Q667 1.02 4.500 0.00
1311.76 1038.78 9.587 1048.367 282.7 17.78 4.906 1053.273 0.00 4.358 4.50 0.00 0.00 0 0.00
188.24 0.00914 .020667 3.89 4.500 0.00
I 1500.00 1040.50 11.909 1052.409 282.7 17.78 4.906 1057.315 0.00 4.358 4.50 0.00 0.00 0 0.00
71. 92 0.04880 .020667 1.49 2.6-14 0.00
I 1571.92 1044.01 9.958 1053.968 282.7 17.78 4.906 1058.874 0.00 4.358 4.50 0.00 0.00 0 0.00
8.08 0.04827 .020667 0.17 2.654 0.00
I ISBO.OO 11)44.40 10.047 1054.447 282.7 17.78 4.906 1059.353 0.00 4.358 4.50 0.00 0.00 0 0.00
Jl.N:T STR o.olm .017'/69 0.43 0.00
I 1603.70 1044.82 12.616 10S7.436 243.0 15.28 3.625 1061.061 0.00 4.252 4.50 0.00 0.00 0 0.00
33.18 0.01838 .015270 0.51 3.373 0.00
1636.88 1045.43 13.130 1058.560 243.0 15.28 3.625 1062.185 0.00 4.252 4.50 0.00 0.00 0 0.00
I 31.12 0.01832 .015270 0.48 3.378 0.00
I
I
I
I
I
I \c,'?l
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
FOS1SP PAGE 2
WATER Sl.IlFACE PRlFILE L1STlIli
PROJECT Ml. 90-12240-1 CFD88-12
ANALYSIS OF 54 IM:H RCP STOOI1 DAAINAT stlANA WAY AND YNEZ ROAD
ANALYSIS Of EXTENSION Of 54 IM:H RCP
STATION ItMRT DEPTH N.S. Q VEl VEl ENERGY SlfER CRITICAl:. HGTI BASEl ZL NO AVBPR
ELEV (Jf FLOW ELEV HEAD GIlD. EL. ELEV DEPTH DIA 10 Ml. PIER
L/ELEIl SO SF AVE If" MlRII DEPTH ZR
f+fff+fft+4fffflllllllll+ffff.....f+++ff!tffffffffffffffffffffffffffffffffffffffff+fffff++f+fffffIIIJIIIIJI+f4+fffffff*+ffff+fff+f4
1668.00 1046.00 13.035 1059.035 243.0 15.28 3.625 1062.660 0.00 4.252 4.50 0.00 0.00 0 0.00
39.27 0.01808 .015270 0.60 3.397 0.00
1707.27 1046.71 13.437 1060.147 243.0 15.28 3.625 1000.m 0.00 4.252 4.50 0.00 0.00 0 0.00
11.00 0.01818 .015270 0.17 3.390 0.00
1718.27 1046.91 13.405 1060.315 243.0 15.28 3.625 1063.940 0.00 4.252 4.50 0.00 0.00 0 0.00
\~Iil.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
IEAD[NG 1I1E t<<J I IS -
lEADING 1I1E t<<J 2 [5 -
lEADING 1I1E t<<J 3 IS -
F 0 5 I 5 P
IiATER !l>>'1a I'l<lFILE - TIRE CMIlllSTIN6
PIl6E t<<J 0
PROJEI:T Ill. 9lr1224CH 22 SEPT 19'/UEXIST.1I1E "A" PER f'll23354)
IM'LYSIS IF aJfEl:1lJl PIPES AT VlEZ RIWl STATI[J! B7 + 88.62
CfI) 1111-12 1I1E"O" FILE CFDLIIEIl.DAT ( iii. 1057.436 PER CfI) 1I1E Kl
C. F P LI t-) E. .. 0 'I
\r;5
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
CMD SECT
ClIlE I()
CD I
CD 2
CD 3
0tI I() (J' !WE PIER
TYI'E PIERS NIDllI
4
4
2
o
0.00
F05ISP
IIATER ste'lW:E PllIFILE - OMEL IlEFINITIIIl L1STIIti
I€lEilT I BASE n. ZR IHY V<!) VI21 V(31 V(4)
DIAIElER NIDllI IllllI'
2.00
1.50
5.03 3.00
PA6E I
V(5) Vlb) VI]1 VISI Vl91 VIIO)
0.00
\~fR
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F0515P
WATER 5l.WACE PRlFILE - El.EIEIlT CMD LISTI!I;
E1.EIEIlT III 1 IS A SYSTEIl lJJTLET * * *
U/S DATA STATllJl IIMRT SECT
1000.00 1046.08 1
E1.EIEIlT III 2 IS A RBQl * * *
U/S DATA STATllJl IIMRT SECT N
100'1.94 1046.27 1 0.013
E1.EIEIlT III 3 IS A RBQl * * *
UIS DATA STATllJl IIMRT SECT N
1024.75 1046.55 1 0.013
E1.EIEIlT III 4 IS A JlKTIlJl * * * *
U/S DATA STATllJl IIMRT SECT LAT-! LAT-2 N
1028.75 1046.62 1 2 0 0.013
E1.EIEIlT III 5 IS A RBQl * * *
UIS DATA STATllJl IIMRT SECT N
1040.5'1 1046.88 1 0.013
E1.EIEIlT III 6 IS A RBQl * * *
U/S DATA STATllJl IIMRT SECT N
1049.00 1047.02 1 0.013
E1.EIEIlT III 7 IS A JlKTllJl * * * *
U/S DATA STATllJl IIMRT SECT LAT-l LAT-2 N
1050.00 1047.04 1 2 0 0.013
E1.EIEIlT III 8 IS A RBQl * * *
U/S DATA STATllJl IIMRT SECT N
1056.88 1047.17 1 0.013
E1.EIEIlT III 9 IS A JlKTIlJl * * * *
U/S DATA STATllJl IIMRT SECT LAT-I LAT-2 N
1058.88 1047.21 1 2 0 0.013
El.EIEIlT III 10 IS A RBQl * * *
U/S DATA STATllJl IIMRT SECT N
1205.5'11050.00 1 0.013
E1.EIEIlT III 11 IS A RBQl * * *
U/S DATA STATllJl IIMRT SECT N
1364. n 1052.92 1 0.013
PllGE III 2
II S E1..EV
1057.44
RADIUS MiLE IWIi PT IWl H
0.00 0.00 0.00 0
RADIUS MiLE IWIi PT IWlH
SO. 00 16.97 0.00 0
* * *
Il3 Q4 IIMRT-3 11MRT-4 PHI 3 PHI 4
3.0 0.0 1046.86 0.00 90.00 0.00
RADIUS MiLE IWIi PT IWl H
SO. 00 13.56 0.00 0
RADIUS ANIi.E IWIi PT IWl H
5030.00 0.10 0.00 0
* * *
Il3 Q4 IIMRT-3 IN'vtRT-4 PHI 3 PHI 4
6.7 0.0 1047.56 0.00 45.00 0.00
RADIUS MiLE IWIi PT IWlH
S03O.00 0.07 0.00 0
* * *
Il3 Q4 IIMRT-3 11MRT-4 PHI 3 PHI 4
11.5 0.0 1047.21 0.00 30.30 0.00
RADIUS ANIi.E ANi PT IWl H
5030.00 1.67 0.00 0
RADIUS IMli IWIi PT IlAH H
0.00 0.00 0.00 0
\CD1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F 0 5 I 5 P PfI6E III 3
VATER SIJlFACE Pm'ILE - a.EIEHT l:MD ,L1STlIE
a.EIEHT III 12 IS A RBDi . . .
U/S DATA STATlIJl I~T SECT N RADIUS PIElE ANi PT IWl H
1400.00 1053.50 I 0.013 50.00 40.37 0.00 0
a.EIEHT III 13 IS A RBDi . . .
U/S DATA STATl[Jl I~T SECT N RAD IUS PIElE ANi PT IWl H
1439.28 1056.20 I 0.013 50.00 45.01 0.00 0
a.EIEHT III 14 IS A RBDi . . .
U/S DATA STATl[Jl INYERT SECT N RADIUS PIElE ANi PT IWl H
1710.04 1061.98 1 0.013 50.00 90.00 0.00 0
a.EIEHT III 15 IS A RBDi . . .
U/S DATA STATl[Jl INYERT SECT N RADIUS PIElE ANi PT IWl H
2012.30 1068.90 1 0.013 0.00 0.00 0.00 0
a.EIEHT III 16 IS A RBDi . . .
U/S DATA STATl[Jl INYERT SECT N RADIUS PIElE INl PT IWl H
2025.69 1069.24 1 0.013 50.00 15.33 0.00 0
a.EIEHT III 17 IS A RBDi . . .
U/S DATA STATl[Jl INYERT SECT N RAD IUS INll.E INl PT IlAN H
2065.37 1070.64 1 0.013 0.00 0.00 0.00 0
a.EIEHT III 18 IS A RBDi . . .
U/S DATA STATl[Jl I~T SECT N RAD IUS I'tRE INl PT IlAN H
2068.37 1070.92 1 0.013 0.00 0.00 0.00 0
a.EIEHT III 19 IS A Wti EMlRfIa .
U/S DATA STATl[Jl INYERT SECT FP
2068.37 1070.92 3 0.200
a.EIEHT III 20 IS A SYSIDlIBlllm<S . .
U/S DATA STATl[Jl INYERT SECT N S aEV
2071.37 1071.17 3 0.00
III EDIT ERRlIlS EII:ll.NTEREIH:ATl[Jl IS 101 BE6UllIIE
H NMNllE III. 2 H - VATER SIJlFACE aEVATl[Jl 61'<91 IS LESS THAN [Jl EQUALS INVERT aEVATllJl IN HDNI<DS, N.S.aEV = lIlY + DC
\~
I F05151' PAGE
lIATER SlJlfOCE PlU'ILE L1STIIIi
PRO.JEI:T III. 90-12240-1 22 SEPT l'1'/UEXlST.L1fE 'A' PER P!l'Z3354)
I IroA.YSI5 IF aNE11Jl PIPES AT VIEZ RIWl STATIlIl 87 + 88.62
CFD 88-12 LlfE'O' FILE 1:FDl11ED.IlAT ( IS.. 1057.436 PER CFD LIfE Kl
STATIlIl ItMRT IEPTH 11.5. Q 'lEI. 'lEI. EID6Y 9J'ER CRITICIl. HiTI IlASEI ZL III AYIlPR
ELEV IF FLIII ELEV lEAD SID. a. ELEV IEPTH DIA ID III. PIER
I L/ELEIl SO SF AVE IF IOlIl DEI'TH ZR
11111111111111]11111111.111111111111111111111111111111111111111111111111"11111111111111111111'111"11111111JIIIIIIIIIIIIIIIIIIIIII
I 1000.00 1040.08 11.360 1057.440 3'1.7 12.64 2.47'/ 105'1.919 0.00 1.951 2.00 0.00 0.00 0 0.00
9.94 0.01912 . 03IJ7'17 0.31 2.000 0.00
1009.94 1040.27 11.476 1057.746 3'1.7 12.64 2.47'/ 1060.225 0.00 1.951 2.00 0.00 0.00 0 0.00
I 14.81 0.01891 . 03IJ7'17 0.46 2.000 0.00
1024.75 1040.55 11.868 10Sl1.418 3'1.7 12.64 2.47'/ 1060.897 0.00 1.951 2.00 0.00 0.00 0 0.00
I JI.N:T SlR 0.01750 . 02fI5'ST 0.11 0.00
1028.75 1040.62 12.633 1059.253 31>.7 11.68 2.119 1061.372 0.00 I.rn 2.00 0.00 0.00 0 0.00
I 11.84 0.02196 .026318 0.31 2.000 0.00
1040.5'1 1040.88 12.849 105'1. Ti!I 31>.7 11.68 2.119 1061.848 0.00 l.rn 2.00 0.00 0.00 0 0.00
8.41 0.01665 .026318 0.22 2.000 0.00
I 1049.00 1047.02 12.945 1059.965 31>.7 11.68 2.119 1062.084 0.00 I.rn 2.00 0.00 0.00 0 0.00
JI.N:T SlR 0.02000 .021952 0.02 0.00
I 1050.00 1047.04 14.175 1061.215 30.0 9.55 1.416 1062.631 0.00 1.863 2.00 0.00 0.00 0 0.00
6.88 O.OHI8'1 .017586 0.12 1.580 0.00
I 1056.88 1047.17 14.174 1061.344 30.0 9.55 1.416 1062.760 0.00 1.863 2.00 0.00 0.00 0 0.00
JlJCT STR 0.02000 .012137 0.02 0.00
1058.88 1047.21 15.275 1062.48S 18.5 5.89 0.539 1063.023 0.00 1.549 2.00 0.00 0.00 0 0.00
I 146.71 0.01902 .006688 0.98 1.110 0.00
1205.5'1 1050.00 13.480 1063.480 18.5 5.89 0.539 1064.018 0.00 1.549 2.00 0.00 0.00 0 0.00
I 15'1.18 0.01834 .006688 1.06 1.120 0.00
1364.n 1052.92 11.62S 1064.545 18.5 5.89 0.539 1065.083 0.00 1.549 2.00 0.00 0.00 0 0.00
I 35.23 0.01646 .006688 0.24 1.160 0.00
I
I
I
I
I
I \ Cpo..
I F05IS!' PIl6E 2
llATER 5IJlF1n: PRlFILE LISTllIi
PROJECT III. 90-12240-1 22 SEPT l'1'1IlEXIST.LIIE 'A' PER PIl23354l
I IMl.YSIS IF aNEI:llIl PIPES AT '/IEZ RmIl STATIlJlI11 + 11I.62
CFD 1llI-12 LIIE'O' FILE CFDLlIEO.DAT ( IS. 1057.436 PER CFD LIIE Kl
STATIlIl IIMRT JE>TH N.S. Q \IEl \IEl EIER6Y . 5lJ'8l CRITICfL !liT I fII&I ZL I() AWf'R
I El.EV IF FUll El.EV fEAIl liRD. EL. El.EV JE>TH DIA ID IC. PIER
L1lliIl SO !rIM: If' IIRI IE'TH ZR
11111111111111111111'11111111111111111111111111111'1111111111111111111111..111111111.111111.1.111...11111111'11111111'1.1.1'1111111
I 1400.00 1053.50 11.353 1064.853 18.5 5.89 0.538 1065.391 0.00 1.549 2.00 0.00 0.00 0 0.00
39.28 0.06874 .006688 0.26 o.no 0.00
1439.28 1056.20 8.9'12 1065.192 18.5 5.89 0.538 1065.730 0.00 1.549 2.00 0.00 0.00 0 0.00
I '170.76 0.02135 . 00bb88 1.81 1.070 0.00
1710.04 1061.98 5.130 1067.110 18.5 5.89 0.538 1067.648 0.00 1.549 2.00 0.00 0.00 0 0.00
I 181.38 0.02289 . 00bb88 1.21 1.050 0.00
1891.42 1066.13 2.11l8 1068.321 18.5 5.89 0.538 1068.1159 0.00 1.549 2.00 0.00 0.00 0 0.00
I HYllRlU.IC JIJI' 0.00
1891.42 1066.13 1.047 1067.180 18.5 11.11 1.917 1069.0'17 0.00 1.549 2.00 0.00 0.00 0 0.00
22.12 0.02289 .022911 0.51 1.050 0.00
I 1913.54 1066.64 1.047 1067.b8b 18.5 11.11 1.917 1069.603 0.00 1.549 2.00 0.00 0.00 0 0.00
98.76 0.02289 .024444 2.41 1.050 0.00
I 2012.30 1068.'/0 1.009 1069.'10'/ 18.5 11.65 2.107 1072.016 0.00 1.549 2.00 0.00 0.00 0 0.00
13.39 0.02539 .026121 0.35 1.013 0.00
I NZ5.69 1069.24 1.006 1070.240 18.5 11.69 2.123 1072.369 0.00 1.549 2.00 0.00 0.00 0 0.00
9.04 0.03528 .025323 0.23 0.920 0.00
I 2034.73 1069.56 1.027 1070.58b 18.5 11.38 2.010 1072. 5'16 0.00 1.549 2.00 0.00 0.00 0 0.00
11.57 0.03528 .022'/53 0.'17 0.920 0.00
204b.30 1069.97 1.067 1071.034 18.5 10.85 1.828 1072.862 0.00 1.549 2.00 0.00 0.00 0 0.00
I 8.26 0.03528 .020247 0.17 0.920 0.00 ,
2054.56 1070.26 1.10'1 1071.368 18.5 10.34 1.660 1073.028 0.00 1.549 2.00 0.00 0.00 0 0.00
I 6.15 0.03528 .017876 0.11 0.920 0.00
I
I
I
I
I
I \,\0
I
I
I
I
I
"
I
I
,
I
I
I
I
I
I
I
I
I
I
F05I:i' PAEiE 3
IlATER 9R'ACE PlU'ILE LISTIIIi
PmJEI:T ICI. '10-12240-1 22 5EI'T l'1'1IlEXIST.LItE 'A' PER PIl233S4)
IWl.YSIS IF aHETIJl PIPS AT YIEZ ROAD STATIlJl B7 + 1lIl.62
CFD 111-12 LItE'O' FILE CFDlIIEIl.DAT ( IS. 1057.436 PER CFD LItE Kl
STATIIJl Itf.lERT 1E'1ll M.S. Q ~ ~ ElER6Y 5lf'ER CRITICfL IfiT I BAfEj II ICIAY1lPR
ELEV IF FUll ELEV I€AD 6RD. El. ELEV IlEPlll DIA ID Ill. PIER
lIELEIl 50 g:~ IF IIRl 1E'1ll ZR
11111111..1111111111111111111111.111111111111111111111.'.11111111111111111111.111111111.1.111111111.1.1111111IIII111II1111111111111
2060.71 1070.48 1.153 1071.62'/ 18.5 9.86 1.510 1073.13'1 0.00 1.549 2.00 0.00 0.00 0 0.00
4.66 O. 03S28 .01SllOO 0.07 O. '120 0.00
206S. " 1070.64 1.200 1071.840 18.5 9.41 1.>14 1073.214 0.00 1.549 2.00 0.00 0.00 0 0.00
0.89 0.09333 .014044 0.01 0.710 0.00
2066.26 1070.n 1.245 1071.968 18.5 9.00 1.257 1073.225 0.00 1.549 2.00 0.00 0.00 0 0.00
o.n 0.09333 .01250'1 0.01 0.710 0.00
2067.03 1070.7'1 1.297 10n.092 18.5 8.511 1.143 1073.235 0.00 1.549 2.00 0.00 0.00 0 0.00
0.60 0.09333 .011105 0.01 0.710 0.00
2067.63 1070. as 1.352 Ion. 203 18.5 8.18 1.03'/ 1073.242 0.00 1.549 2.00 0.00 0.00 0 0.00
0.41 0.09333 .0cm84 0.00 0.710 0.00
2068.04 1070.8'1 1.412 10n.JOl 18.5 7.80 0.945 1073.246 0.00 1.549 2.00 0.00 0.00 0 0.00
0.25 0.09:m .008827 0.00 0.710 0.00
2068.29 1070.91 1.4n 10n.3B9 18.5 7.44 0.859 1073.248 0.00 1.549 2.00 0.00 0.00 0 0.00
0.08 0.09333 .007910 0.00 0.710 0.00
2068." 1070.92 1.549 Ion. 469 18.5 7.09 0.780 1073.249 0.00 1.549 2.00 0.00 0.00 0 0.00
IMlL EN1AAII:E 0.00
2068. " 1070.92 2.716 1073.636 18.5 2.27 0.080 1073.716 0.00 1.057 5.03 3.00 0.00 0 0.00
\1\
I
I HEADING LINE NO 1 IS -
I IUlING LI~ NO 2 IS -
I IUlING LINE NO 3 IS -
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F0515P
IIIITER !lR'ACE PIllFILE - TITLE CMIl LISTlN;
PA6E NO 0
I'llIIJEtT Ill. 'lO-I2240-I 22 SEPT 1'191 (EXIST LINE K PER "" 23354)
lWt.YSIS IF ClNETlJl PIPES AT YI€Z ROAD STATIIJl B7 + 88.62
CFD 1l8-12 LINE I FILE CFll.INEI.IlATIlIS ( IB. 1059.253)
CFO L(NE -L
\ 1t.-
I
I CARD SECT Ofj N1lF rNE PIER
ClJDE NI TYPE PIERS NIOTH
CD t 4
CD 2 2 0 0.00
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
FOSt5l'
IIATER 5IR'~ PllIFlLE - 0WIiEl IE'INlTIlJI LlSTlIIi PA6E t
IEIGIT t MSE Zl ZR IllY YlIl Y(21 Y<3l Y<4l Y(S) Y(61 Yl7l YISI Y(9) mOl
OIAIETER NIOTH DllJ>
1.50
4.00 3.16 0.00
\1~
I
I
I
I
I
ElEI9T 1<<1 5 IS A SYSTEIl I9lIIIR(S ~
U/S DATA STATIIJI IIMRT SECT
I 150.00 1050.31 2
1<<1 EDIT EJmlS OCllJfIEREIH:lJATIIJI IS IOII1EGIIfUtE
H IIAIlNIIti 1<<1. 2 H - NATE! SlIFACE B.EVATIIJI BIVEN IS lESS THAN [Jl E~ IIMRT ElEVATIIJI IN HDII<DS, N.S.ElEV = INY + DC
I
I
I
I
I
I
I
I
I
I
I
I
I
F0515P
PA6E 1<<1 2
NATE! SlIFACE I'filFILE - ElEI9T CARD L1STltE
ElEI9T 1<<1
1 15 A SYSTEIl lllTLET ~ ~
U/S DATA STATIIJI INVERT SECT
102.00 1040.99 1
~
N 5 ElEV
1057.25
ElEI9T 1<<1 2ISA~ ~ ~ ~
U/S DATA STATIIJI IIMRT SECT N
143.00 1049.81 1 0.013
ElEI9T 1<<1 3 IS A IIlU ENTIIIM:E ~
U/S DATA STATIl>>f INVERT SECT FP
143.00 1049.81 2 0.200
ElEI9T 1<<1 4ISA~ ~ ~ ~
U/S DATA STATIIJI INVERT SECT N
150.00 1050.31 2 0.015
RADIUS AN6LE /Hi PT MN H
0.00 0.00 0.00 0
RADIUS AN6LE /Hi PT MN H
0.00 0.00 0.00 0
~
N 5 ElEV
0.00
\'Yt
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F05I~ PAGE 1
IIATER 5IJlF1U PRlFlLE LISTlNi
f'IlIlJE[1' Ill. 90-12240-1 22 SEPT 199IlEXIST LIIE K PER I'll 23354)
IVW.YSIS IF CIJIEI:TlIl PIPES AT YIEZ RIWl STATIlIl 87 + 88.62
CFD 811-12 LIIE I FILE CFll.llEl.IlATIlIS ( IS. 1059.253)
STATlIIl IIMRT OO'TH N.S. Q lJEI. IJEl EIER6Y !lfER aUTlCAl flIT I Bt6./ lL III AVIII'R
ELEV IF FUll ELEV lEAD 9ID.a. ELEV DEPTH DIA ID Ill. PIER
LIElEIl SO SF AIlE IF IOlII OO'TH lR
1.1111111111111.11111111111111111111111111111111111...IIIIJIIIIIJIIIIIIIIIIIIIIIIII.IIIIIIIIIIIIIIIIIIIIIIII1.111111111111111111111
102.00 1040.99 10.260 1057.2S0 3.0 1.70 0.045 1057.2'15 0.00 0.659 1.50 0.00 0.00 0 0.00
41.00 0.06878 .000816 0.03 0.330 0.00
143.00 1049.81 7.473 1057.283 3.0 1.70 0.045 1057.328 0.00 0.659 1.50 0.00 0.00 0 0.00
IRl ENTRIM:E 0.00
143.00 1049.81 7.563 1057.373 3.0 0.13 0.000 1057.373 0.00 0.304 4.00 3.16 0.00 0 0.00
4.93 0.07143 .0??oo1 0.00 0.140 0.00
147.93 1050.16 7.211 1057.373 3.0 0.13 0.000 1057.373 0.00 0.304 4.00 3.16 0.00 0 0.00
2.07 0.07143 .0??oo1 0.00 0.140 0.00
150.00 1050.31 7.064 1057.374 3.0 0.13 0.000 1057.374 0.00 0.304 4.00 3.16 0.00 0 0.00
./
\1v
I
I HEADING WE ~ I IS -
I fEADINS LINE I(J 2 IS -
I HEADING LINE ~ 3 IS -
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F 0 5 I 5 P
IIATEl ~ACE f'R(FILE - TIll CMIl LISTIN6
PfiiE ~ 0
I'I\'IlJEJ:T Ill. 9O-122~I 22 SEPT 19'11
llWt. YSIS IF aJtECTIIl PIPES AT YIEZ ROAD STATI~ B7 + 88.62
a:J) 88-12 LIIE P FILE CFJl.llEP.IlAT liB. 1061.215 PER a:J) LIIE 0)
C 1= 0 L I t--) [" ?
\"\ fp
I
I ~ 5EI:T ow NllF AVE PIER
~ Nl T'IPE PIERS MIDlH
CD I 4
I CD 2 2 0 0.00
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
FOSISP
IIATER stR'OCE f'fIlFlLE - DWtEL l:EFINITIIJl L1STINi PA6E
HEIGHT I 'BASE Zl ZR INV Y(ll Y(2) Y(3) Y(4) Y(5) Y(6) Y(]) Y{S) Y(9) Y(IOl
DIMTER MIDlH DRIJ'
1.50
5.50 3.00 0.00
\,\'1
I
I
I
I
I
I
I
I EI..EIENT f(J 8 IS A REACH · ..
U/S DATA STATIlJI IfMRT SECT
1045.20 1053.25 2
I EI..EIENT f(J 9 IS A SYSTElI fEAIMIll(S ·
U/S DATA STATIlJI IfMRT SECT
1045.20 1053.25 2
f(J EDIT EJlRlJlS EII:ll.IffiRED-ATIlJI IS 101 BE6IIfIHti
I H IIMNINIi f(J. 2 H - NInER SlflfACE ElEVATIlJI 6I~ IS LESS TlWl [Jl E~ IIMRT ElEVATIlJj IN HJ:4IGlS, N.S.aEV = INV + DC
I
I
I
I
I
I
I
I
I
F0515P
WATER SlflfACE I'lIlFILE - EI..EIENT CARll LISTINIi
EI..EIENT f(J 1 IS A SYSTElI !lITlET . . .
U/S DATA STATIlJI IfMRT SECT
1000.00 1047.03 1
EI..EIENT f(J 2 IS A REACH . . .
U/S DATA STATIlJI IIMRT SECT N
1001.00 1047.56 1 0.013
EI..EIENT f(J 3 IS A REAOl . . .
U/S DATA STATIlJI III'8T SECT N
1003.33 1048.10 1 0.013
EI..EIENT f(J 4 IS A REAOl . . .
U/S DATA STATIlJI IIMRT SECT N
1011.33 1050.30 1 0.013
EI..EIENT f(J 5 IS A REAOl . . .
U/S DATA STATIlJI IIMRT SECT N
1023.00 1051.SO 1 0.013
EI..EIENT f(J 6 IS A REAOl . . .
U/S DATA STATIlJI IIMRT SECT N
1042.20 1053.00 1 0.013
EI..EIENT f(J 7 IS A IIU EII1lWl:E .
U/S DATA STATIlJI IfMRT SECT FP
1042.20 1053.00 2 0.200
I'A6E f(J 2
NSaEV
1061.22
RADIUS fHilE ~PT IlANH
0.00 0.00 0.00 0
RADIUS AIRE AN6 PT IlANH
0.00 0.00 0.00 0
RADIUS AIRE AN6 PT IlAN H
0.00 0.00 41.92 0
RADIUS AIRE AN6 PT /WIH
0.00 0.00 3.09 0
RAIlIUS AIRE AN6 PT /WI H
0.00 0.00 0.00 0
N
0.015
RAIlIUS fHilE /Hi PT IlAN H
0.00 0.00 0.00 0
.
NSaEV
0.00
\'\~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F05I:i' PI'lSE
IIATER !UFACE PlU"ILE L1STIIIj
mJ.lEI:T I(J. 9O-122~1 22 SEPT 1'1'/1
ANIUSIS IF lINE!:TlIl PIPES AT YIEZ ROAD STATIlIl fl7 + 88.62
CFD IIlH2 LIfE P FILE O'll.IIEP.IlAT OR. 1061.215 PER CFD LIfE Ol
STATIlJ~ IIMRT DEPTIf 11.5. Q VEL VEL EIER6Y !1F8I CRITICIV.. IliTl F!t&I ZL I(J AYIlPR
ElEV IF FUll ElEV I€AIl 9lll.8.. ElEV DEPTIf OIA 10 I(J. PIER
LI8.EIf 5lJ SF AVE If' IIRl IE'TIf ZR
....JIIIIIIIII11111111111111111111111111111111111111.."1111111"'1111111111111'1111111111111111111111'11'"11111111111...1.1111111
1000.00 1047.03 14.190 1061.220 6.7 3.7'/ 0.223 1061.443 0.00 1.002 1.50 0.00 0.00 0 0.00
1.00 0.53000 .004068 0.00 0.300 0.00
1001.00 1047.56 13.664 1061.224 6.7 3.7'/ 0.223 1061.447 0.00 1.002 1.50 0.00 0.00 0 0.00
2.33 0.23176 .004068 0.01 0.370 0.00
1003.33 1048.10 13.134 1061.234 6.7 3.7'/ 0.223 1061.457 0.00 1.002 1.50 0.00 0.00 0 0.00
11.00 0.27500 .004068 0.03 0.350 0.00
1011.33 1050.30 10.m 1061.297 6.7 3.7'/ 0.223 1061.520 0.00 1.002 1.50 0.00 0.00 0 0.00
11.67 0.10283 .004068 0.05 0.450 0.00
1023.00 1051.50 9.Il47 1061.347 6.7 3.7'/ 0.223 1061.570 0.00 1.002 1.50 0.00 0.00 0 0.00
19.20 0.07813 .004068 0.08 0.490 0.00
1042.20 1053.00 11.425 1061.425 6.7 3.7'/ 0.223 1061.648 0.00 1.002 1.50 0.00 0.00 0 0.00
Wti EHTRfH:E 0.00
1042.20 1053.00 11.870 1061.fl70 6.7 0.25 0.001 1061.fl71 0.00 0.537 5.50 3.00 0.00 0 0.00
3.00 0.08333 .000005 0.00 0.230 0.00
1045.20 1053.25 11.620 1061.fl70 6.7 0.26 0.001 1061.fl71 0.00 0.537 5.50 3.00 0.00 0 0.00
\1'\
I
I t€ADllfi LINE Ml 1 IS -
I t€AD11fi LINE Ml 2 IS -
t€AD11fi LINE NO 3 IS -
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F 0 5 1 5,P
IIATER SlllFACE PRlFILE - TITLE CMD L1STIIfi
PA6E III 0
PROJECT NJ. 90-12240-1 22 SEPT 19'/1
AlW.YSIS IF ClHRTlIl PIPES AT SIl.MlIlAY STATI[JIlI03.50
CFD 1111-12 LINE Ill." FILE: CFDLINEH.IlATlIR=I062.48S PER CFD LINE 0)
c..FO LI"IE t+
\'tP
I
I CARD SECT ~ ilifF (WE PIER
CIlDE III rIPE PIERS MIDTH
CD I 4
CD 2 2 0 0.00
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F05I~
llATER SlR'ACE PlllFILE - 0lAItEL ~INITI()l LlSTlIE
PAGE
IEIGfT I BASE n. ZR lIN Y(1) Y(2l Y(3) V(4) Y(S) Y(6) ym Y(S) Y(9) mO)
DIMTER MIDTII IlRlJ'
1.50
4.00 3.16 0.00
\~\
I
I EWOT Nl
1
I
EWOT Nl 4 IS A IlBOl . ..
I. U/S DATA STATIIJI IIMRT!ET N
I36.SIt 1053.03 2 0.015
EWOT Nl 5 IS A S'/STEIlIEAlJOll(S . .
U/S DATA STATIIJI IIMRT SECT N S B..EV
I 136.SIt 1053.03 2 0.00
Nl EDIT EmlJlS EIDDl1ERBHDf'UTATIIJI IS IOIIEGIIllIIIi
H IIMNIIIi Nl. 2 H - WIlER SUlFACE B..EVATIIJI 6I11EN IS LESS TIWIIJl ~ IIMRT B..EVATIIJIIN HIllo1alS, N.S.B..EV = 111II+ DC
F0515P
ffliE Nl 2
WIlER SUlFACE PlllFILE - EWOT CMIl LISTIIIi
1 IS A S'/STEIllllTLET. ..
U/S DATA STATllJl IIMRT SECT
102.25 1048.09 1
N S B..EV
1062.49
EWOT Nl 2 IS A IlBOl . ..
U/S DATA STATIIJI IIMRT SECT
115.SIt 1052.03 1
EWOT Nl 3 IS A IA.I. ENTIWa .
U/S DATA STATIIJI IIMRT SECT
115.SIt 1052.03 2
N
0.013
RADIUS AI&.E flItj PT WIN H
0.00 0.00 0.00 0
FP
0.200
RIlDIUS AI&.E AlIi PT WIN H
0.00 0.00 0.00 0
I
I
I
I
I
I
I
I
I
I
I
I
I
\~
I FOSl5l' PlI6E t
IIAID SlJ\fIU PRlFIlE LISTIIti
I'RIIJEI:T PIl. '10-12240-1 22 SEPT 1991
AlW.YSI5 iF aHECTL1l PIPES AT 5ll.JM IIAY STATJ[JI 1103.50
I CFD Bll-12 THE I().H FILE: a:Jl.11EH.DATlHiL=I062.4ll5 PER CFD LItE 0)
5TATJrI~ IPMRT DEPTH ~. 5. Q o,a o,a ElER6Y SIf'ER CRITICIl. 1t;T/ BASEl ZL I() AYIIPR
ELEV iF FUJI ELEV faD GRD. a. ELEV DEPTH D lA ID I(). PIER
III '~"""~"""""""'I'II"II"II""I"I'I"""~'~""'~""""""""""~'~"""I""I'I'I'~II""IIIII
III
III
I
III
I
III
I
I
I
I
I
I
III
I
I
I
102.25 10048.0'1 14.400 1062.490 11.5 6.51 0.658 1063.148 0.00 1.293 1.50 0.00 0.00 0 0.00
13.61 0.2lI'149 .011986 0.16 0.460 0.00
115.86 1052.03 10.623 1062.653 11.5 6.51 0.658 1063.311 0.00 1.293 1.50 0.00 0.00 0 0.00
Wti ENl'RfII:E 0.00
115.86 1052.03 11.936 1063.966 11.5 0.30 0.001 1063.967 0.00 0.744 4.00 3.16 0.00 0 0.00
11.66 0.04762 .0??oo7 0.00 o.m 0.00
127.52 1052.59 11.381 1063.966 11.5 0.32 0.002 1063.968 0.00 0.744 4.00 3.16 0.00 0 0.00
9.34 0.04762 .0??oo7 0.00 o.m 0.00
136.86 1053.03 10.936 1063.966 11.5 0.33 0.002 1063.968 0.00 0.744 4.00 3.16 0.00 0 0.00
\ ~"f?
I
I
I
APPENDIX G
I HYDRAULIC CALCULATIONS
AND BACK INFORMATION
I
I
I
I
I
I
I
I
I
I
I
I
I
I - 172- \9/\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
CAPACITY CALCULATIONS:
Proposed drop inlet Lot 9 (proposed Basin "GOO)
The free flow capacity for the drop inlets is governed by the weir formula
3/2
q = CLh
Where L = weir length in feet = 2 r
W = depth of flow feet
C = weir coefficient = 3.2
Until h equals 3.7S'
3/2
q = (3.2)(2 r)(1.S)(3.7S) = 219 cfs
max
But h = 1 .22 ft.
100
3/2
So q = (3.2)(2 r)(1.S)(1.22) = 39.64 cfs
max
100
q = 39.64 > a
100 100
= 12.28 cfs
.Per Soil and Water Conservation Engineering
Third Edition 1981 Page 204
-173 -
\~-{'
II *+~~~+7~~+~+~~~++**~~~7+*~~*~*****~+**~******~**********+***++7********+'****
~-~\DPP:UL I [ ELE~1ENTS - I
PFOGRAM PACKAGE
I
~=DF~,.T i :3h t
'~,\~t.. 2,7A
1982-88 Adv2~ced Engi~ee!'i~8 Softwal~e (aes)
~.~El'::.:l;:e e.;.t.e: t:,/2S/:;8 Se,.'ial # DE174"2
Especi2~!Y pr'epat'ed ~Qt.:
I
j,
L'A\) I DSON
-----------------------------------------------------------------------------
II=;~:::~:~::=~~=::~:~:=:::~:===:::::::~======================================
I ****':?+,*++***************** DESCF:IPTIDN OF STUDY *****************~********
* F'~:CF'-:':'~:E=: I)F,'iJP INLE: HEAD t.JATEF DEPTH ..
'* ~(}T -; OF TF~3334 F'FOPOSED DRA I NpCJE BAS I N J1 (3" "*
I"" c ,:'~C" 1 q01 ..
*~*+~~+~+*****************~~*~******~*************************************
1I::::~~~f:~~:+:~:~~+;~;;;~:;;:~:.::+***+*~**************~*****++**+*******+***
-------.----.---.---------.--------------------------------------------------------
I
':::>~p...- ~~ ,~(HC:i:::I?.Ot,~TL.tL/'./E;:::,'TI::::A~.\ ::::
1. b-7
BAS~W~DTH(F~~T; ::::
;')_ ()(1
Li]i'j'::'" .4:-1' -.:,-~;,~!lr'1EL ::;:....~PE '.FEET/FEET;'
..-:,.".::,,'-,,',
','._._';'__'C_"_'-'.
UNiCO~~ F~O~(CFS) :::;
l'2. "2e
II====:~~~~~:~=::~:~~~~=:::::::::;:=~~~~=:=~~=======~=====~=====:::;===:::;======:::;=====
NC:=:r.iP.L -::Ec'Tt-! ~:~-,='\;J ~ t'JF::::;!=::t.iA T I DN:
II
\OPMAL DE?T~(FE~T) -
1 .-:"--::'
FL:=,;!; TJF-',!; 1: [-if-] FEE: ,1 :::;
"
"T.
::-~r=;'/ ,'P~P'- c::CUAFE ~=:ET;' :::;
-. ~p
II
HYDP~LLIC DE?TH{FEET) =
fi_C'\>.! A'",'EP,yGE VELCJC I TV i' FEET.' SEe.;- .-
4, Ct:_
II
0NICGRM FRCUDE NUMBER:::; 1.117
PPE::;:3UFE + Mm'1ENTUt'1 (FiJUNI:)S) ::::
A!"}E~:~:i:;ED !/ELOC I TV HEAD (FEET) =
SPECI~:C ~~ERG'((FEET) :::: 1,599
: e;=~, ,::,'7
'),380
----------------------------------------------------------------------------
----------------------------------------------------------------------------
11- - - - :~~ = ~: :~= :~~ =~-~ ~:: - :~::~:= = ~:~ ~ - - ----. - .-- - - - - - -- - -- - --. - - - - - - -- -- - --- - - --
CFITICi\L FLOW TOF'-WIDTH(FEETJ = 4,26
CRITICAL FLOW AREA(SQUARE FEET) = 2.71
CRITI,:AL FLOW HYDRAULIC DEPTH (FEET) = 0,64
CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC,) =
CRITICAL DEPTH(FEET) = 1.27
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) =
A'/ERAGED CRITICAL FLOW VELOCITY HEAD(FEET) =
CRITICAL FLOW SPECIFIC ENERGY (FEET) = 1,593
I
4.53
I
179,64
0.318
11============================================================================
I
I
W10
I
I
I
I
I
SOIL AND WATER
CONSERVATION
ENGINEERING
Third Edition
Glenn O. Schwab
Professor of Agricultural Engineering
The Ohio State University
and
Ohio Agricultural Research and Development
Center, Columbus. Ohio
Richard K. Frevert
Professor of Agricultural Engineering
The University of Arizona
Tucson, Arizona
Talcott W. Edminster
Late Administrator. Agricultural Research.
Science Education Administration
United States Department of Agriculture
Washington, D.C.
Kenneth K. Barnes
Late Professor of Agricultural Engineering
and Head of Soils. Water, and Engineering
The University of Arizona
Tucson. Arizona
JOHN WILEY & SONS
I
I
~
New York . Chichester . Brisbane . Toronto . Singapore
\ft>\
.-.-:(<'
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
120
100
-
<Il
-
~ 80
C1l
00
~
'"
.r;
.~ 60
o
o
140
Stage (m)
1 2
Drop Stage
box
Pipe or orifice flow
3 :4 5 6 7 8
i
Stageiabove lip of box (tt)
40
20
00
1
2
3
4
3
~
<Il
;;--
E
~
C1l
2 00
~
'"
.r;
U
<Il
0
1
9
o
10
\ro~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
WSPG INPUT DATA
\~,
"
/
.
.~
,
....'1 --..>. '~
1.. .' ".,~
I , ~. ,.
. '. . I '..l . ... ~"
iJ I.. . .'.
. : Z" ......
. . -' "'. <SI " '.,
) .: /7 . O~<SI-,,::. '~~" '=> ~"~~'"
' - / :s::-\~ ' _ . q _. ~
A' ~ I.' "" "'r ~~J' "",' .......-. "';''''', "'~',
~. """', ,. ~~^ ,,,---,.' ~ .
. '" Ij ....... ........ '" " I........:) "-~t~ ... >..
II:: ..-- "" . ~ 'to --. ~
,:1 if "'" .--.... ~ 8 :- "". ) " ~~~<~~
'I' , /", ~. C-- -~ ""' Ie.
(( ,;:: ,.' . ", " ""..... ", ~- 'u ~ ,
- 'I::::' : "" . -' '~. ~. . ....../1'
I'- .- .' G1 () ..-.-. . .-. ~V
.. ... ".. "" ~ JII""" I
- Ii:: .... . "; P --'h. \, , ..~ . '" ,- '-
'1'- .-' '. '~C. ~ ,?,. 'G..\\~l',~~" -/) . ,,' . ,
".- :: ' 0 \\ ::; 1l. -,::.,' ~ ~ ' /.,
:::: .- .~ \I \~-'__'~~~' ~. - , ""'.-9....~
'1:: /'... '.\ 11;""'- '"' "\~ .. ::_ ....~~'O .,.' .' _;>'lj '. :.s
'-. .... '" ' ;, -. -, -."',,"'" ~ 0<' ~
T , i;"! /0 ' .~L,.~ij i..1~ .~: "'\\~/O. (r:r~,' " ".' .~~
'2l 'I.., ~O ,.1 ,.' ~~,. ~". Jf~: ',' ~Y:-J '-"~. ........ ,. .'
y / /: j:" ~. ,.~~\..., ~ ~~ ;~ /.~');~ "~ ,.':' 2. ,~-~
// . ,.' I ',,' ~) 0 ,..J .....<<" ',,,~ ~ ~~ -,-- '.
-.'" '-".' \ ,-'" ....~~ ",
,,' ,I (,' /.'~/ '~./, II --, I ' . 1_
' )"~ \1 ~ ~';;:~ '"
// I ~ v.' ""', \
,.'yo-''' .. /t ,,- . fl ,0, .bl ~ II .'_ I ,
.'.. ,.4:I( ~_~I_"
co/' " , " , .... I" . ,
.,' . " .' .' . 1\.' I ,~!\i ,. -to.. ."
..::., ,',' /.. ~~ 11: ,.\ N.I' ,_Cil)-,,^_~, u.
'?:..-...-:.'. /,/. ,~;' ~~~ '.~";'~~...\~~~~J( '..;~n~I',\)
",,'J .: .:. "<I . ,_-'. : II Vh ~h~~, ",~. .. \.
,~,13 ',\ ( .._.... . AI' ~ . '. ,. b ~A'''' b;,...... . .',
I I ,... .'~ .:;1 \ ...... \ . A~- ,
'...,",'~ "'. ~ -Y:'~ ..'., .\V;~X~~k'. I\,!',
' ./ !:," .~ ~~~.. ',. \, ~~. '.<~)l3~L f';~ ',~ 1~-! ~"'-: '~\l"-
/ '. (~ <t:> ~ ~-'~~, . ..~,,(((.~0 ,(~) :''',''
/ ' "tt . 0" ' :'-'.'-,1 ~V . ,... o~"
, "/..,~ tJ.~" ~.~ ''Q,:w' , ... '-:: \J 9', ..~
~~_. -I; ~ .~lm~~~l':\; i'. .s~/<1I .~~s ~7_~) ..ly.' '\'
.:< j . ~:"" 11 Hli", ~~, , ""1"-'l , >, _'~' "", ~~
..)- . ......." ( \jY"" x:r-. <f>_ II ts""" '" "\)\
;/ ..,. "-'" /. ,,' .~ -- ... .....! ~.~'<t ~, .,...,. ''?~. " '.;!l>..(
, .-". .' ,6 IS ~., (j\) ~ I,
"... " ~.~ ~~ ,\ .' ,." ,,! ! ~",.tll !, ..J. \;..... ~
......... v .., . ", . .. . , ..1 f
" -:;;II .:--... . ~ ..... ,L ...... .'" ~. / . '. I -' U", I
.~ ~ ' ". _' ~ .r .~ J'" I '. ~ :- to.!
p ,.~' ..... o;:J. ~ ~~ ! I." "~ ~ '''. ' . ~'
II ~. ,\. 0:.;' <"... ___________. ....;~(. ~ ,.!, _~ _.~
r- r- ..\;" ~. ~~ ~...--- '" ~'ii, ~!_.! .
P:-.J~ (\ '(~~' . \; ~ .~~ '~~~~~~ ! ,I ' ,: . ~!': ~ ' ,~.. ~~~~.'- ~~
~ r ", l-' ..., ~ .. " , _ C:D \,I" ..~. z
1\\ '" ~. F- ' "'. V/ ... __
\ h. ~ )>..:..1 N -:..... ~ " ~ ~ .// , L1
) 1Jl1.. ll'9- f_~ ~, ,
, v' ,~ 1 ~
-. I. '~- /- ;. , I ~ \ '" ."-Jl
" - d:~ t:> \Jl rP f!iJ1Il' ""-,~ ':fro' . ~,{ .:::; /,;,' :t(.' , :s:
\ 'v 01 ~~ ~., ~ ' , . '+_ ,> . _ .' ~ ~
~ ,)< I; t;.1f'., 'r'l ~ ~So-' · ~ ,~-~~.. :';,~ ., . .
\1 . Q ~ ;""I'-C....I 1 'J \I'\~ ,J.i.~'" ~-. _'. ' ...\p ~'''\~ >-.:,
~ .^' .... ~ - ..... f\' ~~" I -, "1:, f{ h.......
,) II \~i, \ , ....' .... ,~t-
C) ~!} r--- O,-f:) ~ ~~ '!! ;:'1":".; :;,,~ ~~' ~ l- ~
.....j" 'J l----. ,-.::; /~ cP,-tJ ~ dll\\' ' ~~ ~ Ir,"'I~ ~'. - ~ t \)\
) 00 f.''-\ . QV:G\~~~ ~1 l;~~,~, ,I; .' -, Po"' 00 &) '-,..c ~ 1\ ~
~ '\ ",' ()I ,\1'\#:',(; I)'. ,\-p '"j" ). I' ',. \ '~'b \:..\ : ~
\YJ \.1\ ~V b \ U ~ IJJ -\"'; -. . ;1'~'''' " ~f~'~ c;/;>,,~
r'Yr-' II ,. ~~ ;. - .1'1:: 1_\ ".
01 ~ "'_--1': ,':- 6S-"71Jl:., . ~':r::.-'?'i"" '\'SJt ./ T~
} :-.. \j (~ ~~ '. ~"'I / ~ ~ " ," ~ .:t. rP i \" jl
o I ) II D(\\~ 1r". '. .( i , ~ \~ ,\~ ~ <o~\SI ~ ~ I' ----v 1{
\ /',. i '':'' . ,~IJI' ~ 0 .J) ,\)
:...' \' Ot- C) ~..,i' I \ ~;/. ~.. / <~/~~~~~. i'" ,
~ 1\ I ( ~ ~ 5(1I1\ I />'1) ~(. III 'r ~ R\\ '!' ~
~\~IL~ - ~ ~ ~ ~ ') ~\~~r1l__ -\~___ "'-' /' ,~.( ~~~~~~
\\ \' \\~~r0 71 ~~:: ~' .~ \~m I \ ~;/1'EI~ VI
-~ I ~ '" '. ') 17 ~ / ?~ :;C~ ~ ))
~~~s~ JG~~,c;'?i~'; / j; ~ ~~:I ~~
~~ I~ \ . ~ 0.( ~fS \lJ ~ I f vn ~~ \\,\ ~
.R-. \ ~J ~)j, ~ 21)(A; -:;;r )"-// ~'? ~~
~,,.tat ~o~)~\\~\~~\(.if. '/ \ ~ fi)), ~):<(~~
....
I
>
"
'}';
\.
/
~
\
"
CD
~~
~~
~G'
~z:
$3
vO
z:
I
I
I
I
I
.
.
.
I ~~"
~ 'ii~
~ m
\J
~ tS
- ~
~
III
1'1
II'
,.,fo'
1\\
J>
c. ~
~~t:
-:.(Q
~~7')
~~~~
,:t\l J>
,.-
~ ~
(i)'l ~
~~-~- ~
-n .,
~-
~\)
Z @
~
~
~
~
....-
~.
C4
?:.
~
$
-
)
J
~
o
.,
-
I.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
PRELIMINARY STORM DRAIN
SYSTEM ANALYSIS
for
CAMPOS VERDE
R78-090.090
September 14, 1989
prepared by:
NBS/LOWRY ENGINEERING
40925 County Center Drive
Rancho California, CA 92390
(714) 676-6225
\~']..
,~/
-{
I /--
/
I
.
i
I
I
!
I
,.
,
I
I
I
.
.
.
.
.
.
.
I
I
The purpose of this analysis is to examine the
hydrologic considerations appropriate to the development of
the Campos Verde ~roject. This information can then be used
to determine the necessary storm drain facilities required
for development. The area in question consists of small
rolling hills with light to moderate grassy cover. Proposed
improvements will include single family homes, apartments,
commercial areas, and a park. Existing runoff flows from
adjacent properties drain onto the Campos Verde site. These
flows were determined by a previous study by another firm.
This information is assumed to be sufficiently accurate for
the purposes of this report.
Exhibit SD-I identifies the individual drainage study
areas as well as offsite flows. The results of the
hydrology study are tabulated in Appendix A. These results
are identified by drainage area and are arranged in
alphabetical order. The first set of output was achieved
using la-year storm rainfall data. Imrnediately following
the la-year storm results is the lOa-year storm results.
The results tabulated in .r..ppendix A were obtained as
output from a computer program endorsed by Riverside County
Flood Control. The program is based on the Rational Method
for rainfall/runoff relationships.
Exhibit SD-l illustrates the appropriate drainage
structures necessary for development of the site. Typical
storm drain drop inlets and catch basins will handle the
bulk of onsite flows. More significant structures will be
required to carry the larger offsite flows. Some
underground culverts are indicated as being most feasible
for some situations. The magnitude of the offsite runoff
south of North General Kearny Road indicates that open
channel flow may be the most cost effective. Costs could be
drastically reduced by detaining much of the water that
would theoretically accumulate as a result of a lOa-year
storm. The proposed park at the easterly end of the portion
south of North General Kearny Road is well suited for this
purpose. with an assumed release rate of 1250 cfs, the
maximum required storage in the park would be 293,000 cubic
feet. The water stored above the limits of the proposed
channel would subsequently drain after the peak lOa-year
storm flow subsides. The total time for any inundation
beyond the limits of the drainage channel would be less than
thirty minutes. The graph in Appendix C illustrates the
dynamics of this situation.
Some preliminary channel specifications appear in
Appendix B. The approximate channel locations are
illustrated on Exhibit SD-l. In the event that the capacity
of the outlet culvert carrying the park drainage is
exceeded, a portion of the park would then act as a
detention basin.
\q'b
'"
~
1<)10
oS
II .,
Nw
--l<
(l)-;-
0,0
n
)>
~
'D
D
OJ
<
m
:D
D
m
UJU
-fD
DO
DU
~D
om
DO
~
-
2
OJ
-<
OJ
-I
m
~
~I
U
D
m
u
t>>
D
m
[J
III
-<
-
~~~~i
"Z:lll
"Olill
III II
"D~O
& 0 ogr
Ij h
~ i
5 ~
B
~ ~"--- -----
-I-
, ....----11
~ \J> 00
" d ~~
T ill
d "
o .. ~ s 0_
i ~ ,., ~Qt
> ~ ~
C7,^ ~ J\
~c 0 ~ ! ~J
IV :r Z
". ,
~ Z fJI~
~ (\ lJ>
~ " - " cil'o
" z" ~~
lT1 Z i.
~ z.
a-
-l ~
~~
td\
~~
m-
r- \1
:l>
r-
o
QII)
C c::
~i
J>
~
-I-
-I-
~
8
.,
N
cl
\31
~IC)
i 0
I' II
O)N
o.J r
(" "
-p
~
-I-
-I
m
><
I
-
m
-
-I
OJ
D
, I
'.Jo
.
I~
r
,
p
p
,
,
,
p
,
,
,
,
,
,
,
,
,
I
PRELIMINARY HYDROLOGY AND
STORM DRAIN FACILITIES ANALYSIS
FOR
CAMPOS VERDE
TEMECULA, CALIFORNIA
RIVERSIDE COUNTY
Prepared for:
BEDFORD PROPERTIES
28765 Single Oak Drive, suite 200
Temecula, California 92390
(714) 676-5641
Prepared by:
NBS/LOWRY, INCORPORATED
40925 County Center Drive, Suite 120
Temecu1a, California 92390
(714) 676-6225
Hector L. Correa, Vice President
W. Dan Gilmore, Engineer
R78-090.093
May 14, 1990
\06
-
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
t
PURPOSE
The purpose of this study is to verify and update existing
hydrology information and to determine the necessary drainage
improvements required for the development of Campos Verde.
The scope of the study includes a preliminary detention basin
design and preliminary sizes for underground drainage
facilities. All facilities are designed for a lOa-year storm
event.
PROJECT DESCRIPTION
The Campos Verde Development site lies to the south of
Winchester Road between Ynez Road and Roripaugh Road in the
City of Temecula, County of Riverside. The development of
Campos Verde will be primarily residential. There will also
be some apartments and ccrrunercial facilities. Surrounding
developments tributary to the "unnamed dry wash" will consist
of corrunercial, apartments, and single family homes. The
hydrology map included with this- study indicates the specific
drainage areas and their appropriate land uses. The Notice
of Preparation for the project indicates that the site is
within the dam inundation area of Lake Skinner. No special
design standards are required as a result.
HYDROLOGY
This analysis will refer to the Drainage Study for Rancho
California Corrunerce Center General Plan Amendment dated April
1989 by Robert Bein, William Frost & Associates as REF's
study. The Unnamed Dry-Wash Bank Improvements study for Plot
Plan 11222 dated March 7, 1990 by NBS!Lowry will be referred
to as the Dry-Wash study. Both studies are considered valid
and are made a part hereof.
The bulk of REF's study was verified and accepted. Negligible
changes in drainage area boundries were noted. These changes
were most likely due to discrepencies between different
sources of topography and created no net effect on REF's
hydrologic calculations.
The total area tributary to the basin outlet at Margarita Road
is approximately 1,650 acres. The locations and sizes of the
contributing subareas are shown on the exhibits included. The
existing conditions analysis in REF's study is accepted.
Refer to that report in Appendix A for existing flows and
facilities.
---
--
-
\o..rp
--
I]
,
,
,
,
,
,
,
,
,
,
,
,
I
,
I
I
I
I
Changes in the site plan for Campos Verde indicated the need
for a revised analysis. A composite of several tract and
parcel maps was used to prepare a more detailed hydrologic
analysis of the Campos Verde site. An overall drainage study
titled "Preliminary Hydrology and Storm Drain Facilities
Analysis for Lot 6" was prepared by NBS!Lowry. This report
is considered valid and is made a part hereof. While most of
the area is tributary to the "unnamed dry-wash", portions of
Campos Verde are tributary to the area between Lot 6 and
Winchester Road. The attached hydrology map provides a more
detailed description of the areas and where they drain.
Offsite flows tributary to the Campos Verde site were
determined by RBF's study. These flows are conveyed through
the site by the appropriate size culvert as indicated on the
drainage improvements exhibit.
Campos Verde was analyzed under future developed conditions
using the Rational Method computer program based on the
RCFC&WCD Hydrology Manual dated April 1978, by AES. Results
of that analysis are attached. The flows obtained from those
results are indicated on the hydrogogy map. The preliminary
storm drain facilities for the site are shown on the drainage
improvements exhibit.
HYDRAULICS
The "unnamed dry-wash" discharges under Ynez Road through a
double 10x5 RCB. The Dry-Wash study indicates that the double
10x5 RCB can adequately convey a flow of 1250 cfs. The area
tributary to this box generates a lOa-year storm runoff peak
well over the existing 1250 capacity. This necessitates the
use of a detention basin upstream to reduce the flow rate
experienced by the Ynez Road box to 1250 cfs.
A preliminary location for the detention basin was chosen and
is shown on the drainage improvements exhibit. All drainage
areas beyond the basin that were tributary to the double lOxS
RCB were subtracted from the total runoff flow. The result
was an allowable discharge from the detention basin of 1055
cfs. A depth-discharge curve and a depth-storage curve were
established based on a preliminary RCB main storm drain
design. Both curves are attached.
All flows tributary to the detention basin were routed through
it using the Hydrologic Elements computer program HELE2. The
detention basin algorithm results are attached.
,0,"\
I
I
I
I
I
I
I
I
I
I
I
I
I
,
,
I
,
,
,
The hydraulics of the RCB storm drain culvert were analyzed
using the Storm plus computer program. The printed output
from the program are included in this report. A profile plot
showing the hydraulic grade line and the energy grade line is
also included.
Runoff will be conveyed through the Campos Verde site by a
system of parking lots, streets, catch basins, pipe culverts
and channels. The drainage improvements exhibit indicates
preliminary sizes and locations of these facilities.
\o..~
((
H
~~I
... ,
~ {'
:'--y.cc'
D~~D~LiJ i!~ 14
w. g' a"'O g "'Oa "'0 lll-<gP
(1'1 (1'1 (1'1 a ""' CD I
=. s'"8 "'"8 'i' g:!lC;;:....-:
.s a> en .. en u- 0" [
o .. -i" .. ~
;;l' " a. ". a. a> en 0
(") :3 0 CT 0 US. CD
_. a. .... c: :tJ C ::::J In
~ ~ ~ _ O::::J -.
-. ". -. l!! .. a. ,,<0 J
-. CD CD ::J -< a. DI _::I
8~enll :1:'"1 o::!!)
o (") CD S? QJ :lo
_ OJ SlJ '< -.c'
" ,,_. n.~
.. .." r- en-
(") Q. SlJ..e! - n.
'" ..., <0 0 en
'< a:.CDc -
!l .. a> -
en ..
.e en
S'
en
9~:"\\
\\ .
~"
_.p. 70'
,
.
.
-- 't.....
.
.
,
~
.,,/
"11",
'.,
'-
., .. - -...
..... ~~:-... ...... - .. =-.......
"~:--.. "....
'~~. ',\
"''''\\:
~ :(')
'\ .
'\ ,'....a.
\~ :f\~ ~
~II~.. ;0
/-
(9
I')...
,
m
Ir
I
I
C:n
->
_z
-........ ()
36
0)0
->
CDc
o
OJ)
-'z
0)-
-.>
:::JO
0)0
(Q~
CDm
:n
(')~
00
:::Jm
c.~
-.m
-:n
-.
0(;)
:::J~
m
)(
::J"
tT
;:;;
o
~
:;>
~.....'
~ -n' II .,' ."J.lll...." ',>."
~ I.,' ./? 1.1/ .... _""HU',, ,~:..... ~~
.., / "....... ..", I" .' ~ _' .... ~
, II.........."., . .. .. . +
l] , ,.' ~ 11." ,.' "" : " ".'--- +"'-...--'
. F.'. " G . . '"
J ' , /~ .' ',' ,. ",. v
I O~' I." .. ',l .
, .' ..' ./ ,,' .,' " .h. I . ~("-
O~" If" ... ".... ' .. .....
... "" - I,': .... 1'..,.... '..
. . ~ 'I': .... I " ,.. '" ~
YJ ' . " l - X" .~ ',', '.'. ......: / .. ~ 0
, . ' , ' . ,.,' ~
/. ... II ~ ~ ,', 1""'\,' ......
h ~ , 1/" ,.::: '- .... "', . ~... .... - . ..
, ... I ... ' ... ..
.........- . K.. II~ ~ ",' ?(. ",'
~. J'~ CO II' ~ ' \\ ",," , or.; "
.-< "~ V . . ' ~'O'" .
, ~ q 'I 'I ~ ~ . q 1, Ji::: ....
.' III ~ ?" 12> II' . Q., ' ,.;', 'b 11' ;J -' 0
~ ? '.y 1/' ....0 . ".1' '..
III ~ ~ 4< ,;.. If " .-' -~ ' ,,; "~' . ",- """~
_ ~ ~M~ " " II I '.......... .", ,..' .. .(;~"~'O"~"'-~' l:::'....- V ~
o ~",,"""~ '>'>' ,',,' 12> .1/ ' ~ " ~ : -~,. '. ().~ --~ .... ~
:;' 0 ..'" ,',' .1/ . ' ^', .,. . . ~ ~
,p'Y ._',' t) ~" ,..' V. ~ . . .:..' '"
.~~ ^ "", ^- ,: ,.... . ;.,~~,. ";i~l'S' ~.\\r ~'~~~\' ~
("):;0 "" ,,:" ,- ., ,. "'i' '!:.' ~ ,-'
", I ,,"'.... -" ,r. .... . \ . ...
CU CU .I/~ ,," .' ,. " . ''''',H' .... 0 Il~ ~,
_~ ~,," ~ ,,' 'h. .".' .. 1 ~ '~l
~n ",,'" ~:/ ,., ,',' I I"'" --'::/ ,/ 'a >j;,';", ',', ::'\. ~ ~C
3~>:" "~: . .1 '. -,,0 ,/ ~ . ."..\ V\'l ,0 ~
~// '" ~,:;-... ~"1:'fbfb '.~ . .~I' "..... - \.;; .", ~
~I'/ ,. (~ ~ '/ '~\. ',' .....:.:.. . --"~'. ,~~/ .~fl-.....~ "'...." JC
//' . ,'?'.' ro.... . ... .:." '.\ . ". ~ '. ',l\~'\';;;'~ ll.... c...:r
~ ' ~. " ",. \, 0 -... II .......
, L 12> F)~,' ;f ./J.~'. '\. ~ . ~ .. . ~~:t, ' ~.;r-...
.~ _ ,'" . " << .:-s., ..... \' (f\j.v ;1' r/ r;::::r.
!Z t ,.'~. ..... a ~o5l" "\ ~"\('V'''\(J)W~j
..... ,/ ~'''.- · .;' ",J; "" ,L .'{./ ~~-::.....bJ(~~ ; (
'#. :-: ~~~ /=&;;>>"<1'~" ~~ ,,'
. . ," ~i"1t '. ~:-..
, " \. ' '~~..:. '.,en..,., ~~ .~
r , ~' . 0 ." ;^ Ill,' :S:!" ~ .:7
, ' f.., ro ~ " 0 ~'j '": ,
" : . "-"'~ 23 _. '.' '..... ~:v ~~,.. ".
~#-:1\. __. ~~).- . -V(Jd,' ^....4-~~ ;:,..;9~. : ~ ~ ~~ .....
~/~.. ..... ~ ' ttJ ~ ....,.. V,' ,P 6' . ~ ~ .
. -,;..... ';'" ", -...: ". '. - . - , '"
=Y __!!-.~~~(\ ""'( ",..>9 . --',,'. ~ ~ 1" ~ ..f -,
" ~/)~N Irl ~.'lUi'8 ~' . ')>"'i'~~ .().
..' . I, ( -. ~'l- ~-. .,,- =i
~._ ~_.- .2.~:''''' '~' '.., ~n; . ~~, ~ ~
";".t" '6JIb' ' ... ~ . ~ ::::::= 0' ~\I ~ I ...... "~;.J <5 "~
,. II~_. \... \\. 'r-:: . · .. ~ -\. 11- 0..1
~.. . ~~.;~~~ '\~~~~~. 1 . ..~~.:;.:.:~ ~:'.~~.~~~) .' f\)'i
. .?_ '. ~ ~~ c::> \. ..... ""_ p ~\J: ~ . .
'.' '; 0 ,\\::>>~ \ (';)\ ()) ,..I~. '('. ~' ;; .'-.... ,,'"
_ ~~ f :v-. \ ,,-' ~ b ':t' "-, \\ "..!.\, C?~. ~.........
- 'V ,';'}:1,_ '., , \ '\ ~ \- ~ ~ ,~~ I ""'"" .~""-
"' [[V~1-: ',lp ~':':, ' 'I' . em In>....... ' Ii . ....: . - .
) ::', ~I'QI~ \'. \" 1 ,.,':/ I .'-. "'(}1' . .;\ '(((,It/~,,~,
/. ~ I ~y~ '" ,:~! \\ \. ~_ . ---'~~r-. :r7-~ '-
~ II '\ I .,',' 8 D'~. V)' ... ( 'It
I,:;j. .~ 1 ~ .? 7f . ~~ ~ a D '\ ~v 1R.;~ ~ ~~~~~
:r ~,,~ ~ )gl ~ ~)).s\.t ), ~~'t ...1 ~~ 7;"'i\r::-.:.:.r!,:\ r-...'\.:::::-" ~~~
~ ~ \~ .... f\\\ 'l~ / )~, \'J\~~1:" ./J :! ~ ~
. :~ f\) d \~I~ 'r.:~\ ~\, ~~: I~'I\.. '\;~. " .,~ .; '~~ ~f "~~
~ ~.:.;: It' ,- II ....; c _\\ \ I ,,' r..: ",^";'. ~ \L-
~ ,/ ""~ ~ 2 (f --!':~..tp, - . ,.....11 OC -~ ~
~. ,in ''t: \ ::-.~ ~" .... ~ ~ ~ ~ ~ ' ,. ,? 1- - . :C r; Vi - ~!,/,
, > ~ ,I ::.:; OQ" Q) I 0'" '\ ~.' . ~ 't\J/li
~ ~ ~j.JJJ ~) ~.. 1 t\ ~~'., .' < "" V 136 '~'I ,,~ 'r
~ ~\\c-:. ;,69 . .;: '< 1\1 ~ ('0. \J ) A ::Jj'i. I ~ ~
-.!'"'I, II\\.~ ~~< g (C(~( l'\ -= ~\~. .) :'\\ '--"I"L'~~:.1 . (
~~~~~ '\712:' ;J~.;o~~ ~><I~ ~II [Jr)?, / J ~e~~ ~si~~ J d
~ 1i2.-~~ 1.1.:: _ ""!"',.\..c -~~,..~ ~fl A~ -~' ~~~r~~~ (''4.., '/~'~\\\I
,(".-- t.: ::;' .'. ~ lC'- \) l~ .r ~~ '- - I ~
""0' :."'. . ,>' \ "~~:. ~/" "q'.~ ... CQ ~ \~ ~ (Ir~ ~~'t
" 1/, :'~.~: ~!( ~--V/J~ ,f G: ~} ( ~::.)'). ~rv '1 'l
S, \, ~n ,_ 0 ':S~R'I\f~'>( ~r?'-~ ,..)~
'\ /I ( (/ (/.{, ~,... -,.. y.
"-l:-
,
I"
I
I
I
I
I
I
-
I
I
I
I
I
I
I
I
I
I?clK Pt2..0Pr;:,.tT'7' !lr:;.JOv!lCEJ
--'r!?<:: VILLIlCC: /11 /l4/VCI-(6 C/!UfOJ!,M!J
.__'I-JY~/l.O(.cCY C(.JI..CUc,fJr(ONS
'...OllfJ'N'fJ GE O(JI(;tJ
.. 'S'rNTHf71~ VN/r lIy,tJl2or;/l.Ij,ilHJ WElle:. Or;:vCLC/fSC) Pol1...
'T/ltJ PI1 O~€C0' rNIl c;~ .;su,z- ()/l.fj//V,1 r. € IJAJ/Nf" WE~E:
..._A"'AL'(~~.o. .0JJTlIVG.uJCJ QUIJOJ /l.CFcO z.y.oo .J"CALE n/JI.4Nr.
, . ..; ~
, PJ/VO rHe::: _ (tCPc,a !)'i',o/lol..oCy I'7I'l"d.J"'L. "'-'E;/!€ V.!(<:' rot..
...tlArA ,.S~v(l.Ct<J" CO{'/EJ o~ ,<jLL 1)1),11 'slv(lCe.; fj""P 7NC
. .1,..,pujA""'? Ou-rPur F/l..,ol7 C:on/'oJT€1L /lu..J lIJG.-:' ~/l.e- 1l7mcH~
._ _ ,.5()I.J-OIt~'~fJ GE IJfJ.JII'J tiooJ~PrJt-lr;s Iii\.E. fI7Co".../N .o/v _..
Pc..llre .I. t:..I1NO (.liE \.vAJ C2JT/nlJr6/.J CCNJEtt"VA7/'IfCt)' ~dll
vC-71n1'lTE CC--.JoIT/o",J l'EIt r'C-fjT~...zz::..sO/L T'T'I'~J
WElt" OI!TIJINtz..o rll-oYJ TtJe ItCFc,c; 11Yt:J~Ol.o(,'7 hI'lNVAL-
05 .J H CvJ IV ClN I'LA 1f!:. IlL.
. Tll<:: 7d/lc(; .su(J-tJ/lJINJ tJ/I../JI/V. To'^-/M.oJ THrr:
F/l-E<2:'^-'IJ'-( /7",1) O/JCI-f/)flC.E v...-.oEtt. IT 1;./ THE fivE CuLuGI1.
I7EJctl,,$~ Hfll(IN. Ou€ ro f/.Efrf/./'-TlvE SlcEJ,; 7H~
.CVLV E(lT.I CAU.r€ A /1-1:: iC/V 71 MJ /J/lJI"'-' To CoL.U; c.r
'_v~.J'T(I..~AH /I'J tJAJI/'JJ "13" 1),.,0 'iJ." SViJ-l!f.JhN'J "c."FLoI.J
_ OVEI\.. TolJ TII~ fl\.c('u... IJ;'" wlirc/V F'-c,-, exCGE-"J C<JLV€I/.j.
C/'Ifl1tI7'1'.
II WAj' /1.!fu/frE/.? r/lli} /9I..L TIf/lCr: t5/lJov.f /,.OL.(;;/.)
vIS TM,'" '1 BlJteAf/.~1 fL E./u L T J ''''ill CPj rt$.~ or rI €tf'-Y I./e:. THff . ---
I~I 1"11'1'-- T/2i/H... C"'7~vT€./ . fu......,J - wl7H AI..<.. THIUH?
" .
tJ/.)]INS Con,11^,CdJ) rA/~1... Z'; Cp/VJ t;?E/l] 0....(. 'r ~A.lINJ
1/'1 'I /"JM;? ';a" A,..,,? TI-I~flt I1J.I"ocf/J7~~ o"'Tc.~r C(.J'-I/~tt.TJ'.
"T(lII1L. 2-" fhlcvJJ 'T1-tA; THf hlJXtnvrj ....,I)Tf!!./l Sufi. FI3CG
c:;1... E ,,197"1 '''-/ ac;- TH(i-f/.l:T€-TI";o..; 4/iJIN f"1^M.(;-? ,._-.
vl'.Jr^(-An' Of tHe f'1I.E'C'-'-fl7' IS..J
/ c> 'r:J. 6 r::;
Gflf).of/VC Of rl/€ rJU/L.Y.JING jJl1-::JJ WltL 4!5- !JOIC
. TO El.EvATE Tf-)E F/fLJ7 FLB~ 1]; all.. IUS 0\1<; TJ,lI..]
E"L<Z.v AT/oN. 711e f/J/l''IIVf; /1/lfll) fell TI1f: J#<-I',4IIVC C~
wiLL l/loVI/?€ .sTOll.." 1;;( VOL... 1/ E. FL...,.JJ r/l.e,..., THf:
u/l'GIt IU:.t)c>J '<..1' OF tJ/)hN "A N wILL rc;1-oJJ,:Tf~'," i-
S Ir~ (/V A Jelll U of J......4L.O/ /l;o..-" 18u1.4JI~~ '\C;l/Tif~
'-I,..,E.J /71(;(1.I'JTII'V(j To rN~ ac-/c",,,,,~;..J11"AfIAJ ~.r-:.ow._
C'-'E,...JTuAL ()/JCH/)(2CC: v-pelt r~J(: ~t1~'-Jl'~'J'?,:;7
Kh'i:.:<:.: ;'..';' ~vl-;. r ;: i..;"U~ C':~~Ti1::::L
TER f'r. -..-. . "'1".' nl"T"lr'
r,~DWA,\ w..::'~_;'\"l \JI~ .'')l.t.,.
~o\
~
~~
~ ~
~ ..- ~
~ ~
~~ "%
~o;. ~
....<:;-.:t
'" .
%-t
p~
- ,
"0-
~
:,,'
~
...
~
- ~.../'-
I ~,,,-,
~-~~~,~
a_I ~
;1 ' ~ \-. /'
, :: }-o~~
; '-- ,........ ' .....
Die A INAG€
Pc. fl T E
8fJS/NS
L
. "::._'-.~....
rYNTHET I C UN I T HYDROGRAF'H
THE VILLAGE AT
INIT GRAPH
NPUT
IFFECTIVE
'AINFALL
INPUT
I
UNIT TIME
I PERIOD
I
I 20
21
I ,">,
L_'
24
~e
"::"...J
I
I 30
31
I ,."
...'"-'
I 35
36
37
I 38
39
40
41
I 42
43
44
I 45
46
47
I 48
49
50
51
I
I
I
15
16
17
18
19
~~
.,;;...;;.
26
27
28
29
"':!'...,
.........
34
THU, MAY 21, 1987,
10:37 At1 PAGE
8/}; I/\} " .~
C
VII..L'3C
AREA .579 (SQ t1I>
RANCHO CALIFORNIA
UNIT TIME 5 (MIN)
S-CURVE: VALLEY
LAG TIME 16.1 (MIN)
UNIT TIME 5 (MIN)
STORM
3 (HR)
ADJ POINT RAIN
1.90 (I N)
LOW LOSS RATE 90 (PCT)
MAX LOSS RATE .27 (IN/HR)
TOTAL EFFECTI VE RUNOFF VOLUr1E I NCREt1ENT AL
TIME RAIN CFS ACRE FT VOLUME
1 15 ,"" 53.30 2.337 .367
.oL.....
1 20 .19 62.23 2.766 .429
1 25 ,,", 67.49 3.231 .465
....'~
1 30 .35 73.72 3.739 .508
1 35 .28 83.28 4.312 .574
1 40 ,e 93.63 4.957 .645
..,,;'..J
1 45 .48 101.25 5.654 .697
1 50 .44 111. 16 6.420 .766
1 ee .39 124.66 7.278 .859
oJ oJ
2 00 .41 133.91 8.201 9"'7
2 05 .44 136.86 9.143 .943
2 10 .69 142.26 10.123 .980
2 15 .87 159.21 11.219 1.096
2 20 C'''':!' 185.57 12.497 1.278
. ...J._'
2 ~e 1. 28 215.59 13.982 1.485
"'::"...J
2 30 1.39 249.32 15.699 1.717
~ 35 1. 60 301.87 17.778 2.079
...
2 40 1.08 366.36 20.301 -. C'-'7
..::...~..::....;.
2 45 . 19 391. 13 / 22.995 2.694 MAXIMUM
2 50 .14 356.66 25.452 2.456
2 55 .14 275.14 27.346 1.895'
,;:, 00 .01 197.02 28.703 1.357
3 05 149.04 29.730 1.026
, 10 114.17 30.516 .786
",
,;:, 15 87.65 31. 120 .604
3 20 69.74 31.600 .480
, ~e 57.67 31. 997 .397
-' ...oJ
- 30 48.64 32.332 .335
,;:,
'. ,e 41. 54 32.618 .286
~ "':'...J
, 40 35.68 32.864 .246
-'
,;:, 45 30.87 33.077 .213
,;:, 50 26.53 33.259 .183
- 55 22.47 33.414 .155
...:;.
4 00 19.51 33.548 .134
4 05 16.35 33.661 .113
4 10 13.72 33.756 .094
4 15 11.28 33.833 .078
34. 131 TOTAL
-z,t>~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
RCFC a WCD SYNTHETIC UNIT HYDROGRAPH METHOD Proj.ct She"
HYDROLOGY Basic Oota Calculation Farm (~/'''h..
By Dote -:;/z,JU
MAl'JUAL Checked Dote
PHYS I CAL DATA
(I l CONCENTRATION POINT C
(Zl AREA OESIGNATION C
(3l AREA-SQ INCHES 't 0::.
(4l AREA AOJUSTWENT FACTOR O.I'fj
(Sl AREA-SQ WILES I (3l.(4ll C, S7C,
(6l L-INCHES S. ""0
(7l L ADJUSTWENT FACTOR o,27~
(8l L-WILES I (6]o(7ll 2,0S-
(9l LCA-INCHES 2,'i~
(IOl LCA-WILES 1 (7l. (9l1 /. It
(I I l ELEVATION OF HEADWATER /2:7 "
(IZl ELEVATION OF CONCENTRATION POINT 10 ~ b
Cl3l H-FEET 1 CI Il-(IZll t'3 "f-
(10 S-FEET/WILE 1 Cl3l/(8ll } I '+
(ISl S...S I o. ~ T;
(16l L.LCA/S...S I (8l.(10l/ClSlI 0,1..1)
(17l AVERAGE WANNINGS 'N' o ct ()
(18l LAG TIWE-HOURS IZh(17]o(16l...381 I PLATE E-3 I I 0.1..'':;
CI 9 l LAG TlwE-WINUTES 160.(18ll I' . I
(ZO l ZS~ OF LAG-MINUTES I.ZS.(19l1 '+:0
CZll 40~ OF LAG MINUTES 1.40.Cl9l1 I {,+ ,
(ZZl UNIT TIWE-WINUTES 1 ZS-40~ OF LAG 1 I $"", ()
RA I NFALL DATA
CI l SOURCE f?. C "C ,; iJ>NVAl I
,
(Zl FREQUENCY-YEARS 100- YI(
C3l DURATION,
3-HOURS 6-HOURS Z4-HOURS
(4l (Sl (6l (7l (8l (9l CI 0 l CI Il CI Zl CI 3l ' (14l CI Sl
POINT AREA ttH- AVERAGE POINT AREA rtH AVERAGE POINT AREA tfHt .WEfl."
RAIN SQ IN PO I NT RAIN SQ IN POINT RAIN SQ IN POINT
INCHES RAIN INCHES RAIN INCHES RAIN
INCHES INCHES INCH:
I. ~ z.,S )7$""'
i I
I \
I(Sl- IC7l- I(9 l- lClll- ICI 3l- ICISl-
(16l AREAL AOJ FACTOR /.0 ISEE PLATE E-S.8 I / ,"' / Co
- -
(17l AOJ AVO POINT RAIN I '.~ I Cl6l.It7l,ETC 1 , ,..C-
~
I
I
I
I
I
PLATE [-2.1 (I of 2)
!
I
,Co
-.....
,,"'-
~ -. ~~ ~ '::::) ~g~
,-.. ~''''': ,.., ,.... ~ ....,,..
:a; I' ",-
~ < ... y I
~~ ~(")"" :l> I
,,~... ~ :;0 -
~-t II II II _
... -. n - ~
~3 -"'I -, :l> - I
,. N I :II \. ....n
~. _. ~ _. OJ -CO r"'"I
3'" ","'I 3 .' - . ~ ,,< ...
I ? cr...... mm '-'
.. 3 - - 3 ':::' '"
~~. :::! ~ I"'" rn 7 I
... _ at.. 0 -
-',. 0 - '"
2. _ ut r
- _. -Z'"
.. :t Ii :u 0 "'aC-
-I 0 c.a Q , 1"'\ r-c
II _ - VJ 1 ,.. I
_Q + M" en C'... " c--.. \.. ~ \.1 ....,.,.."
"'I-~ ","'I n III \N "" "" ""' ~ '" ;:;'" ~
c a iiI -:.t1 .
:!.'" II 8 ~ :;0 !" l>
:~ 0 I " :l> ,
_. 1'1 0 M ----1 -::D-~'
3 "", ....~" --, 1X;~z::a",
ta ....? n r-T"t -4'Tlrr'l::D
Q ~ _ _ I . I '"t ~,,"-.<
~ .. ~.... 0 \' <) q 0 5:l 0 ",;;il~ OJ ,.,
.. < "" 1JI U -f . ,. -,..' r Z:ll C:.. i
_ g, _ ~ ~ C) v\ l1- VI 7 \'1 ~~~: ColI ~
~ c: N "II c: {. C> I"T 0 ... 0 !"",-
tit ,. ~ ,,- N 0
::0' I 0:::0 -z
n" - 0 - <
g.. :::!' ~ rn ~
...::l 0\ 0 _r '"" v Of) f)r'i c:r-
" 7 go" _ T) ; C> ,') :> 0' ~~ ~
~ ; _:- r _ 1"1 ';: ~ :) '1 '=' w
0" =: ~ -f N p. ,- "- i:o ~ .. i
Q. ,,_...... L,-,....... :' oJ ~
.._ + c.....z __ Y'__
.. ~r :.... I
n to ,0 % I --0"'0' rT"
~ :0 ,~~!;"'"~~ I .
,. ~ . 0 ~ IT"'o C'" ..tl...:.i :'I"'l:.n- I
... "f' ....21::DrnE I""t
o' -f c: ""f c "" '\ a 0 m<mz:. CJl
~:::::O ... ~Q~~'" 1..1
..e _ e:;i jr
.. z C/) -
~:...... ---4 ,..,21-.
"55 <:) a c b p 0 9 ~~:~ .
NI-""'" I , 0 - I ,...
~ _, 'V~ r""l' 0 I -....~ ,..,
_ ~ r- .... . Z::D,," -..
:r:::::'" "0 ~ co., :..c....1J "'....,.,0' ~ I
C1t .. - ~.. -., :-- v' ...,::-4
M r ~ -.- ~ ' "''''-
; 0 ~ . c ~~
: z ~ -
- r I
3 '" :") '" 0 ,') a " ...
~ -< ."'to -..; c::a
0' _ 0 ,~ ~ ;" .0 0 ~~ i'; 0:
: "1 "'~ 3\ j l, ~, r ~ ~
~ m I
~ ..
o?Oooo ~:;: I
o v, 0 ~ 0 0 =F y
~ ~~~O~~
;; -"'->::;\1'~"
y
I
1_ ,.,::D-:>>O~
. ~ \) :) ;:> 0 0 ~~~~~
.1'ft-C::lD ,.,
~ 0 - .~ 0 ;) 0 ~ ,r-... - ,
0"\ ~..., J ..4 C 0 1G_-4~CD 0
.... ~ '-'Z:Dl"f'l"f'......
otl oil ..J (~ ~ - ~ ...- I
~ .."' L~ ~ %-4
1 r ~ 1 "'0
z
.V1\7'0 31\7'}j SSOl
v:.: '100 p'~OI~:l lVrlNVI^l
Uf' "Z-/~ '100 '-I,1() ~
- WJO.:l uO!IOln~IOO DlOO ~!IOa A€1010C!OAH
I"~S 108!OJd OOH.13l'l Hd'tijf)()ijOJ.H J.INn OIUHJ.NJ.S a:> M. 9 :>.:1:> ~ I
...
"'-~ ~~v
,- ..
~
II
II
II
II
II
II
II
II
II
II
I
-
I
I
I
I
I
.
I
HYDROLOGY REPORT
THE CITY OF TEMECULA
CFD.88.12
PROJECT NO. 90-12240-1
June, 1991
Prepared Under the Supervision of:
Jimmy W. SIms
RCE 35458 Exp, Date 9-30-91
J.F. DAVIDSON ASSOCIATES, INC,
27349 Jefferson Avenue, Suite 115
Temecula, CA 92390
(714) 676-n10
p'P
~
II
II
II
II
t
II
II
II
~
II
II
I~
I
I
I
I
I
I
TABLE OF CONTENTS
Page
Introduction
Project Location
Purpose
Basic Assumptions
Hydrologic Design Criteria
Surface Hydrology Method of Analysis
Hydraulic Method of Analysis
Existing Conditions
Proposed Conditions
Hydrology Results
Hydraulic Results
Conclusions
1
1
1
1
Appendix A (On-site Peak Flow Rates)
Appendix B (Off-site Peak Flow Rates)
Appendix C (200 Scale Hydrology Map, 1 Sheet)
Appendix D (40 Scale Hydrology Map, 7 Sheets)
Appendix E (Catch Basin Calculations)
Appendix F (Culvert Capacity Calculations)
10
13
19
19
22
27
28
119
138
140
144
156
V'1
-
,
,
~
~
,
,
,
~
,
~
I
I
I
I.
I
~
I.
INTRODUCTION:
J.F. Davidson Associates, Inc. has been retained by the City of Temecula to provide a
Surface Hydrology Report for the Ynez Road Corridor. This report is based upon both
aerial and ground surveys prepared by J.F. Davidson Associates, Inc, and Inland Aerial
Surveys dated November, 1990. The portion of the Ynez Road Corridor related to this
report is approximately 7.500 feet in length with varying widths of pavement, and in varying
stages of development.
PROJECT LOCATION:
The po'rtion of Ynez Road that is the focus of this study lies between Rancho California
Road on the south, and State Highway 79 (Winchester Road) on the north (see Figure No.
1). Between Rancho California Road and Winchester Road. Ynez Road traverses through
four large drainage basins that have a tributary area of approximately five-thousand acres.
PURPOSE:
The purpose of this study is to determine the impacts (if any) from the widening of the
existing right-of-way to a maximum of 134 feet with the corresponding street improvements.
This study will review existing hydrology information from previously published studies
and/or approved improvement plans.
The roadway storm flow capacity of (the proposed) Ynez Road will be determined and
"local" drainage areas will also be identified so as to support drainage system design.
BASIC ASSUMPTIONS:
The existing vertical alignment of Ynez Road as determined by the aerial topography was
used to determine drainage sub-basins and elevations. The width of the drainage sub-
basins will follow County of Riverside Urban Arterial Highway Standard NO.1 OOA (see
Figure No.2). This standard has a 110 foot pavement width with a 134 foot right-of-way
dimension. In some areas the improvement width will be less than 100 feet. It is assumed
that no storm water run-off will cross over the right-of-way from any adjacent properties.
Additionally, a run-off coefficient of 0.95 will be used to calculate the storm water run-off
volumes. This figure corresponds to the 100% build-out of all vacant lands adjacent to
Ynez Road. The peak flows for this study are generated by assuming a design storm
having a return frequency of 100 years,
HYDROLOGY DESIGN CRITERIA:
The proposed Ynez Road typical cross-section is given in the Riverside County Road
Improvement Standards and Specifications (Ordinance No. 461.6), Standard No. 100A.
This is designated an Arterial (Urban) Highway.
A single dry lane in each direction is recommended for all weather access by emergency
vehicles. This allows an effective storm water flow width of thirty feet.
-1-
1P'6
L
I.
I-
,.
I.
I.
I.
I.
I.
I.
I.
,.
I.
l
II
II
II
II
II
I.
TABLE NO.1
Maximum Allowable Velocity
9.46 ft.lsec.
Maximum Depth of Flow
0.74 ft.
Depth x Flow Ratio
7.0
Maximum Flow Width
32 ft.
Minimum Catch Basin Width
7.0 ft.
Minimum Street Slope
0.35%
Maximum Street Cross Slope
2.0%
Minimum Cross Gutter Width
10.0 ft,
Curb Height
0.50 ft.
Design Storm (Flow within curb-curb)
10-Year Frequency Storm
Design Storm (Flow within R.O.W.)
100-Year Frequency Storm
vA
-5 -
,
,
,
,
,
,
,
,
,
,
,
,
,
-
-
-
-
,I
I
EXISTING CONDITIONS
This project site is located entirely within the Temecula Valley Sub-Water Shed and is
southeast of the confluence of Santa Gertrudis and Murrieta Creeks. The Temecula Valley
Sub-Water Shed is a Master Planned Basin within the Murrieta Creek Area Drainage Plan,
Riverside County Flood Control and Water Conservation District (R.C.F.C. & W.C.D.), 1986
(see Figure No.8). This project is not within any 100- Year flood zones (see Figure No.9).
The project consists mainly of asphalt-concrete and concrete pavements with concrete
curbs, gutters and sidewalks. Areas immediately adjacent to Ynez Road are primarily
developed for Commercial and Light Industrial Land Uses.
The existing drainage facilities along Ynez Road include three reinforced concrete box
(RCB) structures (double 7.5'x5', double 10'x5', and a triple 10'x7') and several reinforced
concrete pipes (RCP). These pipe installations include Alwin 78-inch RCP, a 54-inch RCP,
and several 18-inch RCP's. In addition, there are corrugated metal pipes (CMP) crossing
Ynez Road, including a triple 48-inch and a 36-inch. There are seven catch basins along
Ynez Road that collect the storm water run-off (see Table No 2).
Several drainage studies have been written analyzing portions of the tributary areas east of
Ynez Road (see Table No.3). There is some conflicting data for the storm drain system at
Ynez Road and Solana Way (see Table No.4); therefore, these tributary areas were
analyzed, and the storm water run-off volumes were generated (see Appendix B).
There are also Storm Drain Improvement Plans that provided additional information
regarding storm water run-off volumes. Empire Creek has a 100- Year Frequency Storm
flow at Ynez Road of 4,290 cubic feet per second (CFS) and the Unnamed Dry Wash
carries 1,250 CFS when it reaches the project site. The remaining of the storm water run-
off has been compiled in Table NO.4.
- 11 -
1.>0
.
I
,
("-
€"-~'
.. "" ~.'<"?/'~
<J' ~_., ->' -- lJ
" , ~ ". ^ ~
.' ' , , j f J ' ~ " :>\'\
/' \- nO 1/.-' .~ '" ,.,'" ' "
. ,,' ,~ .' -"
~..' . ( , Ul' ~ ~ -~ ,,"'"
~. +. # ..' ."'-..// ,,'_~I' '..:0- '., 70~
'. './.' . __ ' ", ,. ,'~> -,0
~~~-# .~ 0.' ' ,," ,,",- .
.' . .. .' , ,,~ "
.', ; . ~_ _ ,_ ,4' ",'~,
00 - ,.... .. -... '"", ". ,-~
, .' ," . ~ -' - .'
0. " ~' ,0.-. ' " ,." ,~~ ......---
0, .--'. - ~ " . ,." ~'
- 0 l ' . ~ - ,- . < .. . ~._--
. .,.- ,- . . .
.' . .. ,." ' ,." "N'" ". ~'-
<<~"........" .,.', ~ , ~,"'~' .- - ----~'<;> "--~..
'.-'-" ,.,",:_' ~__ .^" ".' ' ~"t"'.~
~\, .... .:.V',;' :,~',' ',\ '. ,0111'-" .... '<
.' .." F".'''' .
, 1"";""", ,.J ',' ,,"-" .. - ~- ... ,.
~ ,~,.' ' " 2:7 " ..' - '~/' .
~"'.""~",;?:~7..4~~ ,\J_~ It<-, .\ \::-...
". ,v . ,~-~' ,,-."'" ", ' '"
...' 1':'(" . '''\fj_'~':--. ...' \ .., "\ CI>
," ,,'- - ' ..'
.' --~" . ' " -- -",. " .
.J"J\.<t;,_,:";1 - "'r-"\-0~""~-...;- . ".~' ,'. ."""', .,,;X
~;, ~~~\( ';-" ";~,-...____'" . '.:"'t'-. h""""''''~'""^''' "'. ." '''::'~
~ ' ' - ." . ~ .. , . v'" .""'~
. -,~.'-- ,,' . ' ,.'~ ,""
,,": ' ,i,,' ',. " ',' C" ,'~ .-- .. . ~
it!:,(;),...: ,": O"t.,C'j'..~,\.:,1~1:.'0 .\~~ ~~k~\\~:::,_"if~~
~I(L..-..:'" ',/~. /~ '..:n ' W~ .:t'~ ,\W' '---.-- -_.-,~--""..
~t"-,(": ,~, ,J: "G ~ f . , :' "I !A',' ~ .tV --S "" \ ",- '-- -':i- ,_. ,~.-- J:
C"':""" ,q'........,;-/ " ' ",-. \" VV~ ). ,~", ), ;?I~' \-.... -:;=,., d::O-:-'::
; \€J""" ' cC,,"' ". \ .;'e' ,<y/~J / C' ">",-~~,,
,,-;-=< ..' .. _ .. ~ J' ./' -' - IL?)( ~ --' --
~;~\-=-f'f": ?f" :-.': I I ~~ '~I ,;;;'"- ,I:: . '- '-'- ,-~., C.~,.-::'. ":.?~-
,0::.,,'-".." .,it' ;,~-=-'^' /:-' _,.-f.~ ,v"~ ' (::,,-<:..:'- '-'-
p~"" ,-" ,,-- ,,"" ".' ",---
,"", ' ' -- ,.' ,--,," ,< .' , ,-"' ' ' ",
'" ~ 'S:, .,\ ... '^' ~" __, _..,'" / ,/.:: ,.,~ u - ~~ ~, 'J
..'" "~ _ _ ,- '1-" .~' 0 '
. "",,' /~. '< --' ., ,- ,. ,.." < -- ..' ,-. .. '
~;""-f'-<"i'"'' ~ ; ~"."" ,,~>,c:,...' '''''', c~,' :0:::--""",
-Lv"------'--'''' ...,--' ,~,.~..
;:~"'~,c>\, 7'<"ru':':"~: ':~:~C 'if' ,,~y, 'L)'? ,'.;c, ','..
"..... ..:' ",~,I..\ / 0 I. . ---;:::c ~_'" ,,,,-,-' ~.... s"
,__"" ~',' ".. _ ~ "J"" __ ,- .--.." ..-,c,,"
.".,,'~.""" -. " ,'~ ." " . -. " ,. ",'
"i~V'/---;'''' 'r:<8;"t~-r; 't m.<~~~.
. I~""''' J""'? _ __ g, ,n," ""1j' ; .: .Y: l- .' c- ::- -. ,- .', ',.:'<;'
lJ S';"c-c:0P}''-' ,:":,,,;;,\\'I:c ~:'/vc ., :,'"'21'/
~, _ ""c-"';:'\ ~ ..., _~?i, I , ...' (I /"'" ,'.' ,-=;/ . ,;;
d I ? '" '_: ~\' _'v' - ; ~.~ ,- '-;- < 1-. \",' -)',' \. . - ,/ ' ' . "- """- --,
"L...,:; __~ ,_ (,,-1"'./' - ~ ) _/~"_ . '. -- ,. ,- ~ -," ^.'- c., ,~--
.' ,,,,,. _ ,~" .<,' ,. ,...,'" c" ,.-'"
, w- _ .' ~_".. . - ." c,' ' "l!'~" \ '- - ,( /- ." \' .- - /',
C . .. -- " ..<,. ' .' --"." - ,,/,.' ..' ,
,e ,"""" _ ..,".0 ' ,', ,,''-~~' v-' "J"',
w' " - -, c'" ,-,,^,"((' "/ ,,- ,...-"'""--~~
,I ,;;' y) .,,~.".. i'- . ,-=.. ,.
'" ,_,~,..""ol ' . I ~. -
'" _ ' . _ "', ".'^ I~' 0., / /., \
Iii .PO" ,-'.. ':.:;;...,
~<.n;::-.... -=
...-., .... I'D Ql ........ 0
f ,... n ..... _.
, ,- 0 Co.:
,:::--,~5.~~
~ :::.. CO> ... '<
~ ~-< ~=-
~1'D::rt3-
~ 0} ~
/'tl :l: ~
'" ~ '
o ':< COl
c ,~ =
~ I == =::::::l
I. ~ 0
I'b ~ >
,--....., Ql :: 0
'I - I't>
~I;: .....n
c ,- s:
~ ~ ~ c:: -. r ~
C ::;:J re 2. ~~. .::;
;..:_::0 g5=33::n
=::0 ;;!!~~6.>
:: _ ~c.=-='
f71 t'1) 11>'< 0
:: -1 .,r-,. ~~oz
> ,--,,' 0 t:' ~
=. ~.~ ~.:-
- ~ Q.; =-
.-: ~ J ~ ;: -
:- > ::::J ::;;" ~
rOo to
- :::: ..... =
-:j ::t ~ ;:;
< ,-
-
/:.;
Hi
;
,;>
':',0
~
~
-0
:1
11-
r
,,@
l!!~ g
I ~
,. ~
'@
'[
il
I'
. ~
'I
:1
'I
L~
-
-
\\1.
~
~
~
"
~
>:::
~S
=9
r.r:=--
::c<~
~ ~ l:
, -
:r: -
c;
<,
c'^
<-
J
~
~
.
~
.~
<:s
r)
~
~~!! ~~5;i!!!!I~i~
gi~~ ~g~i~i;$~~~~~
! ~~ !~~;~~~~i~I~~
~ ~ ~~!' s~~~~-e6
~~~~ ~~~~~~~='i~~~
~.~~ ~<~~~~~~~ ~~i'
10 ., '1 _..i~~,._
.... Mil - -5:1;!li
~~~~ i ~,~~ ;~~!~~
~~~~ e _a~e ~5il~~
~~=- ~ e~~- 2~~ a
!oo;J,~ Ol -. "" I ;:l
ri1 II 1I:::Ii !:J
~ II ~ p? ~ II i
. ~ - ",Iii ~ _
~ ~ ~ "" ~ .-:
II 0- 10'"
~ . .
~ ~~i
ill.
-i
9
.....~o
__"TJ
::Orn"TJ
IT! c I
1> __dJ>
j;:.,
-::OfT!
-<
;!)
~
~
U1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Prepared Under the Supervision of
Jimmy W. Sims
RCE 35458 Exp. Date 9/30/91
J.F. DAVIDSON ASSOCIATES, INC.
27349 Jefferson Avenue, Suite 115
Temecula, CA 92590
(714) 676-7710
September 1991
SUPPLEMENTAL HYDRAULIC ANALYSIS
FOR STORM DRAIN FACiliTIES NEAR
SOLANA WAY AND YNEZ ROAD
CITY OF TEMECUlA
CFD 88-12
PROJECT NO. 90-12240-1
7,;''1/
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
PROBLEM STATEMENT
The existing drainage facilities under Ynez Road near Solana Way do not have the capacity
to convey the storm water run-off generated by a 1-hour, 100- Year Frequency Storm. The
concentrated flow at this intersection is approximately 593 cubic feet per second (CFS).
The existing drainage facility is comprised of two individual storm drains; a 54' reinforced
concrete pipe (RCP) and an 84" corrugated metal pipe arch (CMPA). Soth of these storm
drains outlet at the same location (near center line Station 313+00.00 of Interstate 15).
There is an existing 8' x 5' reinforced concrete box (RCS) culvert that conveys the fiow
under Interstate 15.
The 54-inch RCP is approximately 690 lineal feet (LF) long with its upstream end at the
sump area near the intersection of Ynez Road and Solana Way. The other storm drain
consists of nearly 515 LF of 85-inch x 54-inch CMPA which is connected to n triple barrel
48-inch corrigated metal pipe (CMP). The triple barrel 48" CMP has its inlet in the vicinity of
the 54-inch RCP.
Presently, the 54-inch RCP has a capacity of approximately 95 CFS while the other system
has a capacity of 195 CFS. These capacities were calculated using the County of Los
Angeles Flood Control District's Water Surface Profile Gradient (W.S.P.G.) computer
program. Using the same soffit control water surface elevation (W.S.E.L.) of 1040.7 feet for
both systems, successive computer runs were made proportioning the flows. When
approximately the same upstream W.S.E.L. for both pipes was achieved, this indicated that
both pipes were flowing full with equivalent head.
The balance of storm water in excess of 290 CFS overtops Ynez Road. It is our opinion
that this is not acceptable. and therefore. alternative solutions were examined.
ALTERNATIVE SOLUTIONS
ALTERNATIVE NO.1:
This solution was developed by Tomac Engineering as shown in the Storm Drain
Improvement Plans for Parcel Map 21219. Sheet3 of 3. This solution proposes the
extension of an existing 78-inch RCP down Solana Way to a distribution box. The
distribution box would split the flow between an extension of the 54-inch RCP and into
a 78-inch CMP that would convey flows to the triple barrel 48-inch CMP (see Figure
No.1).
1.-' '?
\ \
\
I -
.- -
.- \ \~\
---
.-
.-
N ---- rr1
\ IN
\
PARca i
.-
-
---
-
\
\
END CONSTRUCTION
MATCH EXIST. 78" RCP
.-
\
BEGIN
CONSTRUCTION ___ _
P~OPOSED 54" RC~ - - LANA WAY_
\ - - 50_
J..--- ~ 78" c~ ~
- - __- _____ - t'ROt'!2,S~ _ _
-.:::--~~ ------- - ~ ~ ---
- ~-
------- = ~ ~ ------
-
-
- -
--
-
-
-
SCALE: /"=/OQ'
.-
J'VJJ-~f)80 '
--
=
--
-
P J-\F~c.E:L
-----
(CAL~~ R::-- .- .-
_ P ..L\.HCF'I 2
~ ..~cp
~ G5.4- 39~
\ d~P'~-
~ ~ P~~'-
~ --~~-- ~ ..;
- -- "'-"~ -"'-#-
....> - ---=-=- ~-...-~ =- ~
'" /.~ - - -~';::iX,siiNG ~~ ~_
'""' P~o PM. CMPA - -=.. ~--=-- _
"? ~F'{ . . /9/4 - _ _ -
~ EXISTING S'x5' RCP ~ S -
'& \
'0
o
=
-
-
-
----
STA 9+13,24=
STA 9+55.36-
STA 10+00,00
PROPOSED DISTRIBUTION BOX
PROPOSED 78" CMP
PROPOSED 25' TRANSITION STRUCTURE I
-
\
V
....
".
P ARca 6
BEGIN
CONSTRUCTION
\
\
\
".
I
ANALYSIS NO. I
I
J!!!!"""~ '=:J J. F. Davidson Associates. Inc.
=-=.Iii ENGlNEERtNG PlAN~NG" SURVEYING
= = ,ARCHITECTURE' LANDSCAPE ARCHITECTURfi
".
P MC.E:L J\;JA~4-5
.........--
.-
\
\ .-
Y
~
P ARca 1
2T.l~9 Jeff.rson, Suit. liS, P.O. Box 340
Temecula, 00. 92590
(71~) 6Y6'-7710 FAX 71~-699-1981
.-
FIGURE NO. I
7,.\&0...