HomeMy WebLinkAboutThe Arboretum at Fontana North - May 9 2007�� 0
Fontana, CA
DRAINAGE STUDY
May 9, 2007
Reference 102 -102
PREPARED BY:
Encompass Associates, .Inc.
5699 Cousins Place
Rancho Cucamonga, CA 91737
909 - 6840093 `
Fax - 909483 -3263
/�j
j • g� G$Z 183
Aaron T.sAam Date
R.C.E. 62f93 Exp.9/30/0 CIV�` ,��
i The
Arboretum at Fontana North
Drainage Study
1
CONTENTS
i
SECTION
TITLE
❑ S
SUMMARY
❑ Discussion
❑ Vicinity Map
❑ Land Use Exhibit
❑ Summary Sheet
❑ Existing Conditions Exhibit
❑ Proposed Facilities Exhibit
❑ E
MASTER PLANAND EXISTING DOWNSTREAM FACILITES
HYDROLOGYEXCERPTS
❑ City of Fontana Land Use Exhibit
❑ Hawker - Crawford Channel (AEI -CASC)
❑ Summit Avenue Line B (Madole & Associates, Inc.)
100 HYDROLOGY
❑ Q
PROPOSED -YEAR
❑ H
STORMDRAINHYDRAULICS
❑ R
REFERENCES & MAPS
❑ Soils Map (from San Bernardino County Hydrology Manual)
❑ Isohyetal Map (from San Bernardino County Hydrology Manual)
❑ Excerpts from MPSD for the City of Fontana
❑ Hydrology Map
I DISCUSSION
Ci
The Arboretum at Fontana North
Drainage Study
The purpose of this drainage study is to determine the drainage facility requirements for The
Arboretum at Fontana North master planned community in Fontana. Specifically, the
subject project is located south of vacant land and Interstate 15, west of Sierra Avenue, north
of Casa Grande Avenue, and east of Citrus Avenue, in the City of Fontana, County of San
Bernardino, California.
The subject site will consist of over 3,000 residences with a school and numerous park uses,
with an approximate area of 410 acres. Proposed drainage is overland and by sheet flow
generally in a south- southwesterly direction.. The site is subject to upstream off -site flows
from vacant land to the north, including canyon flows that pass under Interstate 15. The
majority of off -site flows will be cutoff by a master plan facility to be constructed as part of
this project.
Note that as this study is for planning purposes. Additional studies and calculations, based
on this study, will be prepared and reviewed along with the final storm drain improvement
plan approval process for the project.
Proposed Master Plan Facilities
L 4
r
u
J
L
Drainage for the project will be collected by two independent regional systems. The north
half of the project is tributary to Master Plan Line A which will be constructed in Duncan
Canyon Road. The site will be protected from upstream canyon flows by the installation of
Master Plan Line A4 ( "I -15 Channel) to be built along the south side of Interstate 15 and
connected to Line A west of the project. The south half of the project will drain to Master
Plan Line B in Summit Avenue, which is installed to Citrus Avenue and under construction
to Cypress Avenue.
MPD Line A — Duncan Canyon Road
Line A will connect to the Hawker- Crawford Channel, which is being completed by the
Coyote Canyon planned community on the west side of Interstate 15. The City of Fontana
with SANBAG and CALTRANS will be constructing a new interchange on Interstate 15
serving Duncan Canyon Road, and will build the most downstream section of Line A at-
Hawker- Crawford Channel. The subject site will extend Line A from the easterly terminus
of the City project on the east side of Interstate 15, completion estimated not before 2009, to
and across the project to Sierra Avenue.
In addition to aforementioned Line A4, smaller master plan lines will extend up Citrus
Avenue, Cypress Avenue and Sierra Avenue to collect project and future development
runoff.
As part of the Hawker - Crawford Channel project, the City and AEI -CASC Engineering
(approved study dated 3/28/03) provided for approximately 3100 cfs from Line A, based on
Encompass Associates, Inc. S -2 5/9/2007
' The Arboretum at Fontana North
Drainage Study
an analysis provided by the San Bernardino County Flood Control District and Boyle
Engineering. The calculations provided herein indicate runoff of less than 2800 cfs tributary
to Line A at Hawker - Crawford Channel. Therefore, the subject project will not require 100 -
year storm runoff mitigation as downstream facilities are sufficient to handle fully
developed runoff. The calculations in this study are based on the 2004 General Plan and
' Land Uses for the City of Fontana and updated to reflect land uses proposed for the subject
development.
MPD Line B — Summit Avenue
Portions of Line B are completed with additional reaches under construction or to
commence construction shortly. Currently, the extreme downstream end of Line B is at
Summit Avenue and San Sevaine Road, just east of Interstate 15. Completed Line B
extends easterly in Summit Avenue to Citrus Avenue. The City is to construct an additional
half-mile segment from Citrus Avenue to Cypress Avenue. The City and AEI -CASC
Engineering are designing the final downstream reaches of Line B, to continue
southwesterly in Summit Avenue along Interstate 15 to Cherry Avenue, then northerly in
Cherry Avenue under Interstate 15, and finally west to San Sevaine Basin 5.
It is assumed that the connection to Basin 5 will be completed prior to improvement of the
proposed project. Furthermore, it is also assumed that a current County and City policy of
no net increase in runoff above existing conditions will be officially rescinded prior to
construction.
I I
7
A master planned community is proposed by JW Mitchell Company, comprising the half
square mile bounded by Summit Avenue, Cypress Avenue, Casa Grande Avenue and Sierra
Avenue, and will be required to extend Line A to Sierra Avenue, and then extend a master
plan facility northerly in Sierra Avenue to Casa Grande Avenue. However, the subject
project may install those reaches if needed prior to being completed by the JW Mitchell site.
A portion of this site is tributary to Sierra Avenue.
The Shady Trails Planned Community has constructed the master plan facility in Citrus
Avenue, which will serve the southwestern portion of the proposed project. Additional
master plan facilities will be extended northerly in Sierra Avenue and easterly in Casa
Grande Avenue.
As with Line A, the calculations in this study are based on the 2004 General Plan and Land
Uses for the City of Fontana and updated to reflect land uses proposed for the subject
development. Further modifications have been made to account for current and known
proposed developments in the watershed. The half square mile bounded by Summit
Avenue, Citrus Avenue, Casa Grande Avenue and Cypress Avenue will be built -out at the
current zoning limit of one - quarter acre lots, or less than 4 residences per acre (a specific
plan would be required to increase this density, and there is insufficient vacant acreage to
allow for a specific plan).
Encompass Associates, Inc. S -3 5/9/2007
The Arboretum at Fontana North
Drainage Study
t The design of MPD Line B, by Madole & Associates, Inc., (approved study dated May
2002, et al), provided for approximately 1820 cfs in Summit Avenue at Citrus Avenue. The
' updated calculations in this study have established a rate of about 1670 cfs at the same
location. The reduction in runoff is due to approximately 60 acres on the west side of Citrus
Avenue now tributary to Summit Avenue further to the west as part of the Shady Trails
Master Planned Community. However, even with the 60 acres still tributary to Summit
Avenue at Citrus Avenue, the runoff rate per acre has not increased over the original design
for Line B, and therefore no 100 -year mitigation measures are required for the portions of
the project tributary to Line B.
Methodolo�y
The 100 -year storm event was modeled in the rational method hydrology and unit
hydrograph calculations in this study.
The hydrologic models, as defined by Flood Control for San Bernardino County, were
followed in the determination of storm runoff. AES software was utilized for hydrology
calculations. Preliminary pipe sizing was based on normal depth calculations and
conservatively assumes effective pipe slope at 90% of existing topography.
C I
u
Encompass Associates, Inc. S4 5/9/2007
Due to existing regional waterline improvements, a large master plan drain is not feasible in
Casa Grande Avenue. Instead, most of the runoff tributary to Casa Grande Avenue will be
directed, in a master plan line down Cypress Avenue, to Summit Avenue. These additional
flows to the Summit Avenue system exceed the existing downstream capacity at Citrus
Avenue, therefore it is proposed that the Cypress Avenue line will be directed toward the
Sierra Lakes Infiltration System. Connection to this system can be made at the existing
temporary risers located in the ditch on the north side of Summit Avenue. That system was
original designed to handle 547 cfs, and therefore will be sufficient to handle about 270 cfs
proposed down Cypress Avenue. Minor improvements may be necessary to the infiltration
system in order to better handle developed area runoff laden with typical pollutants. In this
capacity, the infiltration system will provide the water quality provision for that tributary
area, and therefore additional BMPs will not be required upstream. Formal acceptance for
i
the responsibility of these flows will be required (and is anticipated) by the Sierra Lakes
Golf Course
management company.
Methodolo�y
The 100 -year storm event was modeled in the rational method hydrology and unit
hydrograph calculations in this study.
The hydrologic models, as defined by Flood Control for San Bernardino County, were
followed in the determination of storm runoff. AES software was utilized for hydrology
calculations. Preliminary pipe sizing was based on normal depth calculations and
conservatively assumes effective pipe slope at 90% of existing topography.
C I
u
Encompass Associates, Inc. S4 5/9/2007
T
I
: li % /, -J ! -))27 Ill ) \ - 1 r\ J1 ) � ∎' ` e l (-
I / , �1 s` I`� r -)J J � l � . i , � _.,_ , Z - � I rl , ,s =�, ( - +o \}_ - \ Q\\ i ', { /i •
— .� a Z � ( ?jf '^ ✓ � r ii ) �� � 4r- � iil ' mi l_ ' ti /4 ; \ = 1
3 ,; \ , A,\ ,:` \, '►_.` _„ - - - , - -- = _ . .7 1 , „
n
�� v i `'” t (/ 1 1 444 y� , J
I ., \ f i \/ `� 1 ? • � \ - �� � • _ 3 MI „ ���,
) 1 0. \01 11 0 111 - 1311 1
J r
�/ \ 1 1 �� J /1 } 1
t.„ 0,(=,._,--,,,, v \ -� li_� - - ( � =J� ' ( / f +k % .%)/ )1( � � l ,l V '+1 ' d,.�.. �, Y' 1
1 � �- _ ' � r� t0 - , � ��i ,� »c , 151 c � ,r, 1 Y r j 5 r ( „ A , cJI ‹� \�\ � (J; 1 ' (� y �� r , � �,� % � f v � r ` ` , ` ` t ' '1 '' ' a. '-\- .;:e.". ,---- r\,,I - v" / ,A
.- ,.,) 2)1 ''' -.- --Wi , ,C — 417,,/ , ' ___,1" , P.— 1-, -; ' . , 7 "''''',, ',,‘-`,”, '
I s Sri f � � . �1�y . ,,�
J •` _l am ~ \\ \
x 21 . . � '' i ' J h; ' -� Ary;� �I , -- # � , ,5 - — I , , . i tz,
77', ` S l // - , ( � i\,,, , z i p ' %c .1)3 - \, k;aie ' •
- tC / ' • . r n # . gy m S.
1 ” - 00 i I . . I l A 41 R
e ` + , L. nn
F u- / ,' Eli/ ei / ,.. `�.,, BM I� ROAD t mcc ¢r xxsm<x
1 4l �. .. 0
. -_ - ' /� f •'o, , thy`' -• K
_ /I _ ,23, ,/ S memx m'1g mm =_mmmg Fs <mm� 20 =i
' __' ' / u \ 24 „ a
■ (\ ,- , 'L / w
+1 1 1
i G 1, 'sea - - SUMMLT _ .`ii AVfNUF '' i 1666 L == :___ - „„,,
_ � / e s 1 __
-- < . T., a, 000
_ FO
e
4
R Q 7,,,,”'
cB . �• vl,l - 1.1111 _,
I__\,..
, ..
,® ./7_,/,.
,99
I . ..,..
„I.. 4,,, --
113 HIGHLAND i 1611 NY[7
• • 11 • _ .-
a y = GUILIAN � I (( a _ 1 : • L 1 il' ;� .: Imo! <
ENCOMPASS ASSOCIATES, INC. THE ARBORETUM
I
e CONSUL MG GNL ENGINEERS M A A p 5699 COUSINS PLACE VICINITY 1Y1 I
RANCHO CUCAMONGA, CA 91737
(909) 684 -0093
C:\Encompass\J- acadjobs\ 102 - 102\ Storm \Hydrology- Northfontana.dwg,10 /5/2005 11:43:56 AM, ats
c 0 '
T
i..)
r...)
(.
ti)
-,
—
, A
E
i Lu
c.fl
4-0
, . D
Q)
1...
CI
0
:,:....
..c,
,....
.-1 <
<
(-!
w
...c
‹
Lu-i-
.L....,
. 7
LU <
J
-
,...„„1
arIN3AVV8-4315
11
---_-_:,...- . --
u a
..,
IL
cc<
I ..., ,...
eG .Y
92
, i. .
2,,,, ,, ,, ,rz. -• 44,1 - _-■ ',:,1 a
, ..,
.:.;;
, a
.,.-.
,
F.. :
0 q
“.1 :
. i..... ; ; ,, A ‘.,i ,.. z .;, •
i 0,...
-.----
.: )iv _..... „-
0 -
,: -:
cc
-9 ,,,,,,-.,,,,,,, -..:','•-•', --,,..,,,, ,c.k''''"..' ----Th . -
< z ■ ; ,p-.4-tv -:,-;'..:,',..,'•,-,;,..A..-"'''' '''"4-;,-',..A,...‘
„=:;f4 .4''';'V;
ee.:-...1,-,- ;;;;;.c. - ; , ..,-, ; : :: =,
.., •-.. k :
04 ;*-4,.;.:. ..cirs- ,,,..,,,...--k,,,..
. 1 ,. I. ,, ,,, p‘,,,:-...,---t.
cc ■ ,
,,,,.,,,k-,.......,:'„ CIty,, ,:,-. -,My4....q, •Or.-4,1',4
..';' '' ''''' X ''°'” ' '''". '
.;it-....,,,,,,,---,-;;,-;,, , - , ,:,--
■
■ ,-;,--, .-
.._,,
; . .
' u e 2' '
cc
,..s3LIdAD-- ..
: c4 y c.:1%0 ,t- • -",a "I,: .,, , --1 co ,
1 - : 3AV '
' CC ::t Ca ;:: -1,6 if'.''' - VI `-':- '' '- ''.- •
- _3nN
i
Rq ' *" col
1
c
. .
...
'1-22-1- ' ' ' ' l'jtj
le cc,,Y
a - .4 . .
,
, -
0 .,t
; , - ---.-- - , “;•• , 1;;;‘'M''2,t,,,-14i ''''-
. 1_ , , , _ , ; Itii, „4,'1.-' ..":y.•.;,),,,,'„''$;.:;0' ;<1.
,-.. ..., , , ,,,--::,:,,,,,,:-„-_,(q.„,.,,ce.,k,,,i:::-4,31,-.42.R,--. , cc..y • s'.7.° - y- I, cc ,, Y '-1 F
, ........,,,,:,
++,++++ II: '''',"?
''' = ''''‘i..===. ''=.'..,',J,:itt,',.=:.:4.:PI'''i k.:.-.•.,',--- - 71 7
,' $','. ,: , ,...• .,"' ‘ .
-
in
'.,, ' . 1-,:. -, . -4 ,-;':*,',,,-;,:',...•..i..:;'f.'s.
.
.., .
., .
- .
L,
,„As .
V '' ' ' '''n ,. ...;, . .
, .
.‘ .
, a
cc <
,
: , • ' : -:,
, .
. ,
-I :2 ::'' ',,.: -,,, ' :'• , ' 2 '',;'li '
,
., .
•
1
3AV
-777 S 3aN
. ,
- ..,-----
, .
. .
-- I
,
. ,
,...
THE ARBORETUM AT FONTANA NORTH �y
EXISTING DPAINAGF FBICILITIES ' -- -4"
N
S
SCALE 1" =1500'
I I
I
If i -i
t - -- —�— —
-
/
! i z
t
_ L *
_ '
- - - -- = — — - -- — - --
�-- - T--- 1-- �- - - -T � �I u�u� i
I QUNCAN CA ON RD 1 I
ad
li I � %�• I I i .- �� I I 11 I - - -
II Ir
- - - - - --
r -- - � - -- � - - - -- ,L--- 1 - - - -�1 - - -T-
I �
CASA GRA DE AVSNUB m
� I
0. - - -3 /
--- - -- ---- - - - - - i - -- - -- -- /
F -- r}I —� - --
Li
LEGEND
1 ■ ■ ■ ■ ■ 1 EXISTING STORM FACILITIES
■ii�ii�ii■ DRAINAGE FACILITIES BY OTHERS
PROPOSED DRAINAGE FACILITIES
SEGMENT TERMINATORS
A5.06 SEGMENT REFERENCE
8x8 Rce FACILITY SIZE / TYPE
970 LF APPROXIMATE SEGMENT LENGTH
I�
/ a 1 /' /'�
- -- J
1 94
i re
o r.9 4
134SlN 5
i a I I I
�I I
/ I I
I I
JL
F 4-u u - !
_ LL L
k - T -- — -- - - - --a
I I I I I
® I I I I Ir
— — — _
_ _ I
— �—
® - _
ENCOMPASS ASSOCIATES, INC.
COMS111=6 0Ill ENC /NEERS
5699 COUSINS PLACE
RANCHO CUCAMONGA, CA 91737
(909) 684 -0093
J:\ 102- 102\ Exhibits\ SP- ExistingSD. Facilities- exhibit.dwg, 5/9/2007 10:30:S1 AM, 1:1, ats
ThE ARBORETUM A NOR:_L H
N
—� -- S r cf�� - 1ANY ---- - -
I I I I I � I 141
I I
10
I I �
I I
- - - - --
I
I
2.04
4 36" RCP
i II
I �
lit/
X
i
1300 LF
A2. I
' i Q► I /
�'--- - - - - -- �— I 800 P
W-4
d
z
542•RCP - - - - - --
I
A2.01
- I INE A3 „� , �/ 66" RCP d
HE 1090 it ------- --- = - T - T=
.0 A.03 A.04 A. 55 A.06
8" P 108" RCP 114" RCP 114" RCP 120" RCP
SINE A DUNCAN CA ON RD ill
82.06
36" RCP
- - + - -- 1 1 820 LF
82.05
Cn
48" RCP
- -- �/ z
_ _t4
I I I I I I
1JL- - -�_ --
TE
LEGEND
■ ■ ■ ■ ■ ■ EXISTING STORM FACILITIES
■ ■ i ■ ■ DRAINAGE FACILITIES BY OTHERS
PROPOSED DRA /NAGE FACILITIES
SEGMENT TERM INATORS
A5.06 SEGMENT REFERENCE
8x8 RCB FACILITY SIZE / TYPE
970 APPROXIMATE SEGMENT LENGTH
A1.03
66" RCP
1060 LF
81.02
48" RCP
650 LF
81.01
RCP
610 LF
AVENUE I-
i N
I
W
�
-- - - -
- - -�
Na -
I
Y
II
I
II
A1.03
66" RCP
1060 LF
81.02
48" RCP
650 LF
81.01
RCP
610 LF
AVENUE I-
i N
-- - - -
- - -�
Na -
I
d
I
w
W
i
I
i
i
==
1� W"PA
ENCOMPASS ASSOCIATES, INC.
CONSULTING C 11411 ENGINEERS
5699 COUSINS PLACE
RANCHO CUCAMONGA, CA 91737
(909) 684 -0093
— — 48" RCP — 650 LF
(FDa -- — — — — — --
B4.01 82.04
1 36" RCP � 54" RCP
1600 LF I ii 650 LF
F ' �T
ASA GRAN DE
� iuull�s�_ i
-- — — — — — — - - -,T - --
I
__ --- I --r-� - - - - - --
1:\ 102. 102 \Exhibits \SD - Facilities- Exhibit.dwa.5 /9/200710:37:41 AM. 1:1.ats
Subtotal 4,021,953
w
Grand Total 5,795,753
>TORM DRAINAGE FACILITIES FEE Fee per Net Acre $ 15,721 Fee $3,416,173
Estimated Net Acreage 217
aw
P:\ 102 - 102 \Drainage \Hydraulics - Prelim.xls 5/9/2007
The Arboretum at Fontana North
+r
Preliminary Storm Drain Facilities Sizing and Cost Estimate
Master Plan Line A
4/26/2007
err
CBs/
TSs/
U/S
Line
Location Description
Length Dia /Ht Width
Type
Lats
MHs
JSs
Total Est.
**
Node
Ref
(feet) (in) /(ft) (ft)
(ea)
(ea)
(ea)
tag
Sierra Avenue - Line Al
.,
14
A1.03
North of Citrus Avenue
1060 66
RCP
2
2
2
305,000
15
A1.02
North of Citrus Avenue
320 72
RCP
0
1
1
94,400
16
A1.01
North of Citrus Avenue
1310 78
RCP
2
2
2
419,900
Subtotal
819,300
Cypress Avenue - Line A2
21.4
A2.04
South of Citrus Avenue
750 42
RCP
2
2
1
180,500
21.50
A2.03
South of Citrus Avenue
800 54
RCP
2
2
1
206,000
21.6
A2.02
South of Citrus Avenue
850 60
RCP
2
2
1
233,500
..
21.6
A2.01
South of Citrus Avenue
1090 66
RCP
4
2
1
334,500
,^
Subtotal
954,500
Citrus Avenue - Line A3
(off -site)
Subtotal
-
1 -15 Channel - Line A4
(off -site)
Ow
,..
Subtotal
-
"
Duncan Canyon Road - Line A
17
A.08
At Sierra Avenue
390 108
RCP
2
1
1
188,000
18
A.07
East of Cypress Avenue
970 114
RCP
2
2
2
457,100
r
19
A.06
East of Cypress Avenue
960 8 8
RCB
4
1
4
765,147
20
A.05
East of Cypress Avenue
370 8 8
RCB
4
1
4
333,004
21
A.04
At Cypress Avenue
420 9 9
RCB
4
1
4
408,080
_
22
A.03
East of Citrus Avenue
680 8 8
RCB
4
1
4
560,062
23
A.02
East of Citrus Avenue
900 8 8
RCB
4
1
4
721,200
�w
24
A.01
East of Citrus Avenue
640 9 9
RCB
4
1
4
589,360
ar
Subtotal 4,021,953
w
Grand Total 5,795,753
>TORM DRAINAGE FACILITIES FEE Fee per Net Acre $ 15,721 Fee $3,416,173
Estimated Net Acreage 217
aw
P:\ 102 - 102 \Drainage \Hydraulics - Prelim.xls 5/9/2007
w
IN
,R
trr
am
vo
on
ON
ow
am
am
rw
4w
w
1rr
IIID
W
40
iwr
War
The Arboretum at Fontana North
Preliminary Storm Drain Facilities Sizing and Cost Estimate
Master Plan Line B 4/26/2007
Grand Total 1,344,300
STORM DRAINAGE FACILITIES FEE Fee per Net Acre $ 15,721 Fee $2,829,780
Estimated Net Acreage 180
P:\ 102- 102 \Drainage \Hydraulics - Prelim.xls
5/9/2007
CBs/
TSs/
U/S
Line
Location Description Length Dia /Ht Width
Type
Lats
MHs JSs
Total Est.
Node
Ref
(feet) (MY(ft) (ft)
(ea)
(ea) (ea)
Sierra Avenue - Line B1
102
B1.03
North of Casa Grande Avenue 715 30
RCP
4
2 2
185,550
103
81.02
North of Casa Grande Avenue 650 48
RCP
2
2 2
170,000
104
131.01
North of Casa Grande Avenue 610 48
RCP
2
2 2
162,000
Subtotal
517,550
Casa Grande - Line B4
159.1
B4.01
East of Citrus Avenue 1600 30
RCP
2
2 2
312,000
Subtotal
312,000
Cypress Avenue - Line B2
1002
B2.06
North of Casa Grande 675 30
RCP
2
2 2
154,750
1003
82.05
North of Casa Grande 740 48
RCP
2
2 2
188,000
1004
B2.04
North of Casa Grande 600 60
RCP
2
1 2
172,000
Subtotal
514,750
Grand Total 1,344,300
STORM DRAINAGE FACILITIES FEE Fee per Net Acre $ 15,721 Fee $2,829,780
Estimated Net Acreage 180
P:\ 102- 102 \Drainage \Hydraulics - Prelim.xls
5/9/2007
40
6w
on
am
no
w
M
r,r
ur
a.»
r
r
to
..
wr
o•
im
ON
wr
ON
w
�r
rr
aA
w
w
ib
The Arboretum at Fontana North
Preliminary Storm Drain Facilities Sizing and Cost Estimate
S TOR M DR A INA GE FA CIL I TIES FEE
4/26/2007
Fee per Net Acre $ 15,721
Storm Drain Improvements Estimated Estimated
Net Acreage Fee
Line A Areas $ 5,795,753 217 $ 3,416,173
Line B Areas $ 1,344,300 180.0 $ 2,829,780
Total $ 7,140,053
397
$
6,245,953
..:.;.
:...
$
894,100
Ps
w PMO2- 102 \Drainage \Hydraulics - Prelim.xls 5/9/2007
MASTER PLAN
AND
EXISTING DOWNSTREAM FACILITIES
HYDROLOGY EXCERPTS
' 10ro5i05 E-1
m o
i. T
t�
vw
C3
T �
O �
a
a
No
.. t91.IIf1SV
y � �LullilnmLt,tdhv.l ' " � c
C)
m N S
a
I
N
O n
#4
4
m
m
CL J
D
r
r�
0
�1
r
MM
no
no
N.
..
A..
r
PM
.w
nr
wr
wr
•
6)re & 0 rs
MASTER DRAINAGE PLAN
FOR THE
COYOTE CANYON SPECIFIC PLAN
FONTANA, CALIFORNIA
Volume H
PREPARED FOR:
COYOTE CANYON, LLC
16027 Brookhurst Street, Suite G -251
Fountain Valley, CA 92708
PREPARED BY.-
AEI•CASC ENGINEERING
937 SOUTH VIA LATA • SUITE 500
COLTON, CA 92324
(909) 783 -3636 • Fax (909) 783 -0108
REVISED MARCH 28, 2003
December 19, 2000
wr
ikv
m
ow
an
IN
am
to
dm
rr
an
No
an
r
w.
No
s.
Or
APPENDIX "C -2 ": REMODELING OF BOYLE ENGINEERING'S RATIONAL
TABLING FOR THE DRAINAGE AREAS TRIBUTARY TO
HAWKER- CRAWFORD NORTH OF COYOTE CANYON ROAD
San Bernardino County Rational Hydrology Program
W (Hydrology Manual Date - August 1986)
*■ CIVILCADD /CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational Hydrology Study Date: 10/25/02
----------------------------------7-------------------------------------
100 -YEAR ULTIMATE CONDTIONS HYDROLOGY
w. BOYLE HYDROLOGY (AES) RECREATION W/ UPDATED BOUNDARY, LAND USE, & LINE " A "
w NODES 201 TO 212; LEVEE OPTION 1; 75 DEGREES FROM CL OF HAWKER- CRAWFORD
FN:SSOlUL.RSB 3/25/02 A. TORREYSON
� s ------------------------------ -------------------------------------------
CASC Engineering Group, Riverside, California - SIN 615
-------- -
********* Hydrology Study Control Information * * * * * * * * **
im ------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
00 Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall p = 1.638(In.)
rr Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
o.
rrr
�r.
w
pa
w
.W
r
am
r
d
d
a
IN
rr
++++ t+++++++++++++++.++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 201.000 to Point /Station 202.000
* * ** INITIAL AREA EVALUATION * * **
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 70.00
Pervious ratio(AP) = 1.0000 Max loss rate(Fm)= 0.532(In /Hr)
Initial subarea data:
Initial area flow distance = 531.400(Ft.)
Top (of initial area) elevation = 280.210(Ft.)
Bottom (of initial area) elevation = 0.000(Ft.)
Difference in elevation = 280.210(Ft.)
Slope = 0.52731 s(%)= 52.73
TC = k(0.730) *[(1ength"3) /(elevation change)] - 0.2
Initial area time of concentration = 10.217 min.
Rainfall intensity = 4.738(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q =KCIA) is C = 0.799
Subarea runoff = 10.939(CFS)
Total initial stream area = 2.890(Ac.)
Pervious area fraction = 1.000
Initial area Fm value = 0.532(In /Hr)
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 202.000 to Point /Station 203.000
* * ** IMPROVED CHANNEL TRAVEL TIME * * **
Upstream point elevation = 115.56(Ft.)
Downstream point elevation = 0.00(Ft.)
Channel length thru subarea = 577.80(Ft.)
Channel base width = 20.000(Ft.)
1
ED
w
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 212.000 to Point /Station 212.000
a * * ** SUBAREA FLOW ADDITION * * **
+w Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
an SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In /Hr)
�r Time of concentration = 23.69 min.
Rainfall. intensity = 2.861(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rrl rational method)(Q =KCIA) is C = 0.728
Subarea runoff = 62.305(CFS) for . 28.600(Ac.)
Total runoff = 1819.849(CFS) Total area = 867.90(Ac.)
Area averaged Fm value = 0.531(In /Hr)
M
is
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + ++
Process from Point /Station 212.000 to Point /Station 212.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 867.900(Ac.)
Runoff from this stream = 1819.849(CFS)
Time of concentration = 23.69 min.
nV
( aw rid
10
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.587(In /Hr)
rw
The area added to the existing stream causes a
fir
a lower flow rate of Q = 1556. 891 (CFS)
therefore the upstream flow rate of Q = 1595.081(CFS) is being used
Time of concentration = 23.69 min.
Rainfall intensity = 2.861(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.726
w,
Subarea runoff = 0.000(CFS) for 9.060(Ac.)
�+
Total runoff = 1595.081(CFS) Total area = 743.70(Ac.)
Area averaged Fm value = 0.535(In /Hr)
w
Process from Point /Station 212.000 to Point /Station 212.000
* * ** SUBAREA FLOW ADDITION * * **
rr
Soil classification AP and SCS values input by user
.�
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 66.90
wi
Pervious ratio(Ap) = 0.9120 Max loss rate(Fm)= 0.529(In /Hr)
Time of concentration = 23.69 min.
Rainfall intensity = 2.861(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q =KCIA) is C = 0.727
Subarea runoff = 162.463(CFS) for 95.600(Ac.)
Total runoff = 1757.544(CFS) Total area = 839.30(Ac.)
r.
Area averaged Fm value = 0.534(In /Hr)
w
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 212.000 to Point /Station 212.000
a * * ** SUBAREA FLOW ADDITION * * **
+w Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
an SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.6000 Max loss rate(Fm)= 0.440(In /Hr)
�r Time of concentration = 23.69 min.
Rainfall. intensity = 2.861(In /Hr) for a 100.0 year storm
Effective runoff coefficient used for area,(total area with modified
rrl rational method)(Q =KCIA) is C = 0.728
Subarea runoff = 62.305(CFS) for . 28.600(Ac.)
Total runoff = 1819.849(CFS) Total area = 867.90(Ac.)
Area averaged Fm value = 0.531(In /Hr)
M
is
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + ++
Process from Point /Station 212.000 to Point /Station 212.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 867.900(Ac.)
Runoff from this stream = 1819.849(CFS)
Time of concentration = 23.69 min.
nV
( aw rid
10
4
Rainfall intensity = 2.861(In /Hr)
M Area averaged loss rate (Fm) = 0.5311(In /Hr)
Area averaged Pervious ratio (Ap) = 0.9176
Program is now starting with Main Stream No. 2
ow I +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 331.000 to Point /Station 331.000
* * ** USER DEFINED FLOW INFORMATION AT A POINT * * **
No Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
M SCS curve number for soil(AMC 2) = 72.46
Pervious ratio(Ap) = 0.4860 Max loss rate-(Fm)= 0.240(In /Hr)
Rainfall intensity = 2.795(In/Hr) for a 100.0 year storm
.� User specified values are as follows:
TC = 24.63 min. Rain inten 2.79(In Hr
IM Total area = 1289.07(Ac)i Total runoff = 3095.57(CFS)
M
LINE
A tf
S,az
60 i
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ '
Process from Point /Station 331.000 to Point /Station 212.000
* * ** IMPROVED CHANNEL TRAVEL TIME * * **
w
ow
Upstream point elevation = 100.00(Ft.)
Downstream point elevation = 60.22(Ft.)
■*
Channel length thru subarea = 1326.00(Ft.)
Channel base width = 10.000(Ft.)
Slope or 'Z' of left channel bank = 0.000
Slope or 'Z' of right channel bank = 0.000
Manning's 'N' = 0.015
Maximum depth of channel = 30.000(Ft.)
Flow(q) thru subarea = 3095.570(CFS)
.,,.
Depth of flow = 8.419(Ft.), Average velocity = 36.770(Ft/s)
Channel flow top width = 10.000(Ft.)
"r
Flow Velocity = 36.77(Ft /s)
Travel time = 0.60 min.
Time of concentration = 25.23 min.
Critical depth = 14.375(Ft.)
r
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
1111
Process from Point /Station 331.009 to Point /Station 212.000
* * ** CONFLUENCE OF MAIN STREAMS * * **
#111
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1289.070(Ac.)
Runoff from this stream = 3095.570(CFS)
Time of concentration = 25.23 min.
Rainfall intensity = 2.755(In /Hr)
Area averaged loss rate (Fm) = 0.2400(In /Hr)
Area averaged Pervious ratio (Ap) = 0.4860
Summary of stream data:
40
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In /Hr)
11
�
�w
Iw
M
w..
rrr
r
rr
�w
Y.r
,m
r
Ylrr
Ali
h
1 1819.849 23.69 2.861
2 3095.570 25.23 2.755
Qmax (1) =
1.000 * 1.000 * 1819.849) +
1.042 * 0.939 * 3095.570) + = 4848.900
Qmax (2 ) =
0.954 * 1.000 * 1819.849) +
1.000 * 1.000 * 3095.570) + = 4832.311
Total of 2 main streams to confluence:
Flow rates before confluence point:
1819.849 3095.570
Maximum flow rates at confluence using above data:
4848.900 4832.311
Area of streams before confluence:
867.900 1289.070
Effective area values after confluence:
2078.064 2156.970
Results of confluence:
Total flow rate = 4848.900(CFS)
Time of concentration = 23.687 min.
Effective stream area after confluence =
2078.064(Ac.)
Study area average Pervious fraction(Ap) =
0.660
Study area average soil loss rate(Fm) =
0.357(In /Hr)
Study area total = 2156.97(Ac.)
End of computations, total study area =
2156.97 (Ac.)
The following figures may
be used for a unit hydrograph study of the
same area.
Note: These figures do not consider reduced
effective area
effects caused by confluences in the rational
equation.
Area averaged pervious area fraction(Ap) =
0.660
Area averaged SCS curve number = 69.5
ww
12
�. October 16, 2002 ti 6 2002
.,
M
AEI -CASC ENGINEERING
.. 937 S. Via Lata, Suite 500 File: 108.0108
Colton, CA 92324 1- 807/1.00
Att a: Ceazar V. Aguilar, P.E., Principal
RE: ZONE 1 - COYOTE CANYON HYDROLOGY - BOYLE'S SUBAREAS 3 & 4
REVISION
Dear Ceazar,
Reference is made to your letter of transmittal dated August 29, 2002, with the City of Fontana
�. (Alternative 4) Land Use Map dated May 1999, requesting recalculation of Boyle Engineering's
.. hydrology for Sub -areas 3 & 4 to reflect the City's Land Use Map.
�- Attached, please find Boyle Engineering's revised hydrology calculations for Sub -areas 3 & 4.
Please note, San Sevaine Channel has already been designed and in many areas constructed based
on the previously approved study by Boyle Engineering. Therefore, the revision has to be
, accommodated within Rich Basin. In other words, the outflow from Rich Basin should not
exceed 3,994 cfs.
If you hav -an questions, please call Hany Peters or me at (909) 387 -8213.
mrces
OR
1 J. FdDiviion Chief
MJF:HP:R TS:bf ID18538
N
E
Attachments: as noted above.
0
MPARTMEN iT OF FUSLI+CV6lORKS
COUNTY OF SAN BERNARDINO
Cm
ECONOMIC DEVELOPMENT
WOOD CONTROL • GIMS • REGIONAL PARKS • SURVEYOR • TRANSPORTATION • WASTE SYSTEM
" "'
AND PUBLIC SERVICES GROUP
A ll .
, st Third Street San Bernardino, CA 92415 -0835 (909) 387 -8104
: ;� ..�.
KEN A. MILLER
Fax (909) 387 -8130
'� _`
Director of Public Works
�.
I�
�. October 16, 2002 ti 6 2002
.,
M
AEI -CASC ENGINEERING
.. 937 S. Via Lata, Suite 500 File: 108.0108
Colton, CA 92324 1- 807/1.00
Att a: Ceazar V. Aguilar, P.E., Principal
RE: ZONE 1 - COYOTE CANYON HYDROLOGY - BOYLE'S SUBAREAS 3 & 4
REVISION
Dear Ceazar,
Reference is made to your letter of transmittal dated August 29, 2002, with the City of Fontana
�. (Alternative 4) Land Use Map dated May 1999, requesting recalculation of Boyle Engineering's
.. hydrology for Sub -areas 3 & 4 to reflect the City's Land Use Map.
�- Attached, please find Boyle Engineering's revised hydrology calculations for Sub -areas 3 & 4.
Please note, San Sevaine Channel has already been designed and in many areas constructed based
on the previously approved study by Boyle Engineering. Therefore, the revision has to be
, accommodated within Rich Basin. In other words, the outflow from Rich Basin should not
exceed 3,994 cfs.
If you hav -an questions, please call Hany Peters or me at (909) 387 -8213.
mrces
OR
1 J. FdDiviion Chief
MJF:HP:R TS:bf ID18538
N
E
Attachments: as noted above.
0
E
�r RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
.(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983 -2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1224
Analysis prepared by:
SAN BERNARDINO COUNTY
TRANSPORTATION / FLOOD CONTROL DEPARTMENT
dirt
WATER RESOURCES DIVISION
•* * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
San Sevaine Channel Hydrology- Ultimate Conditions
* 100 yr Return..Frequency
+•� * Revised Elevations and Land Use per City's Alternative 4 Land Use
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
WW
w FILE NAME: A: \SS03R.DAT
-TIME /DATE OF STUDY: 09:01 10/15/2002
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------- ---------------------------------------
-- *TIME -OF- CONCENTRATION MODEL * --
,. USER SPECIFIED STORM EVENT4YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
r SLOPE OF INTENSITY DURATION CURVE (LOG (I; IN/HR) vs. LOG(Tc;MIN)) = 0.6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5600
■r *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
UNIT - HYDROGRAPH MODEL SELECTIONS /PARAMETERS:
WATERSHED LAG = 0.80 * Tc
FOOTHILL S -GRAPH USED.
PRECIPITATION DATA ENTERED ON SUBAREA BASIS.
SIERRA MADRE DEPTH -AREA FACTORS USED.
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR UNIT HYDROGRAPH METHOD*
FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 21
-----------------------------------------------------------------------------
- -» >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
di INITIAL SUBAREA FLOW- LENGTH(FEET) = 844.40
ELEVATION DATA: UPSTREAM(FEET) = 2000.00 DOWNSTREAM(FEET) = 1611.58
OR
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.214
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.054
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp _ -
rr -
m
�l
1w
LAND USE GROUP (ACRES) (INCH /HR)
NATURAL FAIR COVER
"MEADOWS" B 10.98 0.55
, UBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA RUNOFF(CFS) = 34.64
TOTAL AREA(ACRES) = 10.98 PEAK FLOW RATE(CFS)
(DECIMAL) CN (MIN.)
1.00 70 12.21
0.55
34.64
SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH):
5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.49
FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 51
----------------------------------------------------------------------------
�.. >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
>> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT).<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1611.58 DOWNSTREAM(FEET) = 1454.32
CHANNEL LENGTH THRU SUBAREA(FEET) = 851.90 CHANNEL SLOPE = 0.1846
CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00
1 m . .-CHANNEL FLOW THRU SUBAREA(CFS) = 34.64
FLOW VELOCITY(FEET /SEC) = 15.21 FLOW DEPTH(FEET) = 0.46
TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 13.15
.. LONGEST FLOWPATH FROM NODE 310.00 TO NODE 312.00 = 1696.30 FEET.
A FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 81
--------------------------------------------------------------------------
r. >» >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
*� MAINLINE Tc (MIN) = 13.15
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.879
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
NATURAL FAIR COVER
"MEADOWS" B 10.62 0.55 1.00 70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55
r. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 10.62 SUBAREA RUNOFF(CFS) = 31.83
w EFFECTIVE AREA(ACRES) = 21.61 AREA- AVERAGED Fm(INCH /HR) = 0.55
AREA- AVERAGED Fp(INCH /HR) = 0.55 AREA- AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 21.61 PEAK FLOW RATE(CFS) = 64.73
SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH):
5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR = 13.00
0 FLOW PROCESS FROM NODE 312.00 TO NODE 313.00 IS CODE 51
----------------------------------------------------------------------------
01 >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
i g >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<<
-- - --------- - - - - --
,LEVATION DATA: UPSTREAM(FEET) = 1454.32 DOWNSTREAM(FEET) = 1305.68
IN CHANNEL LENGTH THRU SUBAREA(FEET) = 650.20 CHANNEL SLOPE = 0.2286
CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 2.000
op MANNING`S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00
CHANNEL FLOW THRU SUBAREA(CFS) = 64.73
10 FLOW VELOCITY(FEET /SEC) = 19.82 FLOW DEPTH(FEET) = r
to
.TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 13.70
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 313.00 = 2346.50 FEET.
rr
m FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 81
---------------------------------------------------------------------------
w >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------
.. MAINLINE Tc(MIN) = 13.70
+�+ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.785
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
NATURAL FAIR COVER
re. "MEADOWS" B 22.76 0.55 1.00 70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55
�. SUBAREA AVERAGE PERVIOUS AREA.FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 22.76 SUBAREA RUNOFF(CFS) = 66.27
EFFECTIVE AREA(ACRES) = 44.37 AREA- AVERAGED Fm(INCH /HR) = 0.55
AREA- AVERAGED Fp(INCH /HR) = 0.55 AREA- AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 44.37 PEAK FLOW RATE(CFS) = 129.18
�.. SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH):
5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00
..
r FLOW PROCESS FROM NODE 313.00 TO NODE 314.00 IS CODE = 51
P. ----------------------------7-----------------------------------------------
>> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
a. >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<<
"". ELEVATION DATA: UPSTREAM(FEET) = 1305.68 DOWNSTREAM(FEET) = 1240.04
No CHANNEL LENGTH THRU SUBAREA(FEET) = 547.00 CHANNEL SLOPE = 0.1200
CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = 4.000
om MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00
CHANNEL FLOW THRU SUBAREA(CFS) = 129.18
"" FLOW VELOCITY(FEET /SEC) = 16.34 FLOW DEPTH(FEET) = 0.78
TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 14.25
.� LONGEST FLOWPATH FROM NODE 310.00 TO NODE 314.00 = 2893.50 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
�* FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = 81
-----------------------------------------------------------------=----------
r
>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
� MAINLINE Tc( MIN)==== 14. 25__________________ _______ ________________________
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.695
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
(111 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
NATURAL FAIR COVER
go "MEADOWS" B 36.22 0.55 1.00 70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55
- JUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 36.22 SUBAREA RUNOFF(CFS) = 102.53
EFFECTIVE AREA(ACRES) = 80.59 AREA- AVERAGED Fm(INCH /HR) = 0.55
AREA- AVERAGED Fp(INCH /HR) = 0.55 AREA- AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 80.59 PEAK FLOW RATE(CFS) = 228.14
its SUBAREA AREA- AVERAGED PAINFALL DEPTH(INCH):
r
5M = 0.60; 30M = 1.23; 1HR = 1.63; 3HR = 3.43; 6HR = 5.50; 24HR =13.00
FLOW PROCESS FROM NODE 314.00 TO NODE 315.00 IS CODE = 51
----------------------------------------------------------------------
>> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
>> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1240.04 DOWNSTREAM(FEET) = 1063.51
"" CHANNEL LENGTH THRU SUBAREA(FEET) = 1562.20 CHANNEL SLOPE = 0.1130
CHANNEL BASE(FEET) = 9.00 "Z" FACTOR = 5.000
.. MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00
r. CHANNEL FLOW THRU SUBAREA(CFS) = 228.14
FLOW VELOCITY(FEET /SEC) = 17.83 FLOW DEPTH(FEET) = 0.94
ow TRAVEL TIME (MIN. ) = 1.46 TC (MIN. ) = 15.71
I , LONGEST FLOWPATH FROM NODE 310.00 TO NODE 315.00 = 4455.70 FEET.
FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 81
�r
----------------------------------------------------------------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
w MAINLINE Tc(MIN) = 15.71
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.485
SUBAREA LOSS RATE DATA (AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
.. NATURAL FAIR COVER
"MEADOWS" B 37.85 0.55 1.00 70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 37.85 SUBAREA RUNOFF(CFS) = 100.00
aw EFFECTIVE AREA(ACRES) = 118.44 AREA- AVERAGED Fm(INCH /HR) = 0.55
AREA- AVERAGED Fp(INCH /HR) = 0.55 AREA- AVERAGED Ap = 1.00
.. TOTAL AREA(ACRES) = 118.44 PEAK FLOW RATE(CFS) = 312.89
w SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH):
„ 5M = 0.57; 30M = 1.18; 1HR = 1.55; 3HR = 3.25; 6HR = 5.18; 24HR =13.00
FLOW PROCESS FROM NODE 315.00 TO NODE 309.00 IS CODE = 51
----------------------------------------------------------------------------
>> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
>> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<<
----- - - - - -- ------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1063.51 DOWNSTREAM(FEET) = 801.54
CHANNEL LENGTH THRU SUBAREA(FEET) = 2318.30 CHANNEL SLOPE = 0.1130
CHANNEL BASE(FEET) = 9.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00
CHANNEL FLOW THRU SUBAREA(CFS) = 312.89
FLOW VELOCITY(FEET /SEC) = 19.39 FLOW DEPTH(FEET) = 1.11
TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 17.71
q� LONGEST-FLOWPATH FROM NODE 310.00 TO NODE 309.00 = 6774.00 FEET.
FLOW PROCESS FROM NODE 309.00 TO NODE 309:00 IS CODE = 1
----------------------------------------------------------------------------
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
im TOTAL NUMBER OF STREA2 = 2
s
wr
-CONFLUENCE VALUES USED FOR INDEPENDENT
'
. TIME OF CONCENTRATION (MIN. )
= 17.71
y
RAINFALL INTENSITY(INCH /HR)
= 3.24
?k.REA- AVERAGED Fm ( INCH /HR) =
0.55
u�
AREA- AVERAGED Fp(INCH /HR) =
0.55
AREA- AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES)
= 118.44
TOTAL STREAM AREA(ACRES) =
118.44
PEAK FLOW RATE(CFS) AT CONFLUENCE _
STREAM 1 ARE:
312.89
.. FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21
-----------------------------------------------=----------------------------
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OP- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
.r INITIAL SUBAREA FLOW- LENGTH(FEET) 601.00
Oft ELEVATION DATA: UPSTREAM(FEET) = 2000.00 DOWNSTREAM(FEET) = 1759.60
"" Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.963
om - -* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.326
40 SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
.• LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.)
NATURAL FAIR COVER
"MEADOWS" B 4.45 0.55 1.00 70 10.96
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
"' SUBAREA RUNOFF(CFS) = 15.13
TOTAL AREA(ACRES) = 4.45 PEAK FLOW RATE(CFS) = 15.13
o ,. SUBAREA AREA - AVERAGED RAINFALL DEPTH (IITCH) :
5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00
om
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
" FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 51
----------------------------------------------------------------------------
>> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
"" >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<<
"' ELEVATION DATA: UPSTREAM(FEET) = 1759.60 DOWNSTREAM(FEET) = 1604.03
CHANNEL LENGTH THRU SUBAREA(FEET) = 583.30 CHANNEL SLOPE = 0.2667
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000
MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00
CHANNEL FLOW THRU SUBAREA(CFS) = 15.13
FLOW VELOCITY(FEET /SEC) = 11.45 FLOW DEPTH(FEET) = 0.22
TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 11.81
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 303.00 = 1184.30 FEET.
a
FLOW PROCESS FROM NODE 303.00 TO NODE
-------------------------------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK
MAINLINE Tc(MIN) = 11.81
* 100 YEAR RAINFALL INTENSITY(INCH /HR) _
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA
LAND USE GROUP (ACRES)
�r
303.00 IS CODE = 81
---------------------------------
FLOW <<<<<
4.136
Fp Ap SCS
(INCH /HR) (DLCT?''` -` --
un
IN
-NATURAL FAIR COVER
go "MEADOWS" B 6.46 0.55 1.00 70
do SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 6.46 SUBAREA RUNOFF(CFS) = 20.85
EFFECTIVE AREA(ACRES) = 10.91 AREA- AVERAGED Fm(INCH /HR) = 0.55
AREA- AVERAGED Fp(INCH /HR) = 0.55 AREA- AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 10.91 PEAK FLOW RATE(CFS) = 35.23
"° SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH):
5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00
FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 51
----------------------------------------------------------------------------
>> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
>> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<<
------------------------------ ----------------- - - - - -- - - - --
ELEVATION DATA: UPSTREAM(FEET) = 1604.03 DOWNSTREAM(FEET) = 1438.30
CHANNEL LENGTH THRU SUBAREA(FEET) = 621.40 CHANNEL SLOPE = 0.2667
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000
�. 'MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00
+�+ CHANNEL FLOW THRU SUBAREA(CFS) = 35.23
FLOW VELOCITY(FEET /SEC) = 15.42 FLOW DEPTH(FEET) = 0.36
TRAVEL TIME (MIN. ) = 0.67 Tc (MIN. ) = 12.48
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 304.00 = 1805.70 FEET.
'LOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81
--------------------------------------------------------------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
.,. MAINLINE Tc (MIN) = 12-48
* 100 YEAR RAINFALL INTENSITY(INCH /HR)•= 4.001
*■ SUBAREA LOSS RATE DATA (AMC II) :
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
NATURAL FAIR COVER
"MEADOWS" B 10.41 0.55 1.00 70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55
SUBAREA AVERAGE PERVIOUS AREA FRACTION,-Ap = 1.00
SUBAREA AREA(ACRES) = 10.41 SUBAREA RUNOFF(CFS) = 32.33
EFFECTIVE AREA(ACRES) = 21.32 AREA- AVERAGED Fm(INCH /HR_) = 0.55
AREA- AVERAGED Fp(INCH /HR) = 0.55 AREA- AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 21.32 PEAK FLOW RATE(CFS) = 66.23
SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH):
5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00
FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 51
-----------------------------------------------------------------------
>> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
>> >>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1438.30 DOWNSTREAM(FEET) = 1283.52
CHANNEL LENGTH THRU SUBAREA(FEET) = 1062.30 CHANNEL SLOPE = 0.1457
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000
MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00
CHANNEL FLOW THRU SUBAREA(CFS) = 66.23
�w
pm
10
opm
an
No
r
pm
r
am
ift
pm
wn
..
FLOW VELOCITY(FEET /SEC) = 14.98 FLOW DEPTH(FEET) _
TRAVEL TIME(MIN.) = 1.18- Tc(MIN.) = 13.67
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 305.00 =
2868.00 FEET.
FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 81
------------------- --------------------------------- - ---------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 13.67
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.790
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap. SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
NATURAL FAIR COVER
"MEADOWS" B 60.62 0.55 1.00 70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 60.62 SUBAREA RUNOFF(CFS) = 176.77
EFFECTIVE AREA(ACRES) = 81.94 AREA- AVERAGED Fm(INCH /HR) = 0.55
AREA- AVERAGED Fp(INCH /HR) = 0.55 AREA- AVERAGED Ap = 1.00
- TOTAL AREA(ACRES) = 81.94 PEAK FLOW RATE(CFS) = 238.94
SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH):
5M = 0.58; 30M = 1.18; 1HR = 1.56; 3HR = 3.38; 6HR = 5.50; 24HR =13.00
r
,.. FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 51
--------------------------------------------------------------------------
"' >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
>> >>>TRAVELTIME THRU SUBAREA (EXISTING.ELEMENT)<< <<<
ow ELEVATION DATA: UPSTREAM(FEET) = 1283.52 DOWNSTREAM(FEET) = 1183.40
CHANNEL LENGTH THRU SUBAREA(FEET) 1356.70 CHANNEL SLOPE = 0.0738
CHANNEL BASE(FEET) = 10.00 "Z" FACTOR 5.000
MANNING'S FACTOR = 0.021 MAXIMUM DEPTH(FEET) = 30.00
CHANNEL FLOW THRU SUBAREA(CFS) = 238.94
*„ FLOW VELOCITY(FEET /SEC) = 15.84 FLOW DEPTH(FEET) = 1.00
TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 15.09
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 306.00 = 4224.70 FEET.
---------------7-------------7----------------------------------------------
FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE =
81
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
------
----------------- - - - - -- -
MAINLINE Tc(MIN) = 15.09
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.571
SUBAREA LOSS RATE DATA (AMC II):
-
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL)
CN
NATURAL FAIR COVER
"MEADOWS" A 2.78 0.81 1.00
51
TATURAL FAIR COVER
''MEADOWS" B 16.21 0.55 1.00
70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) -= 0.59
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 19.00 SUBAREA RUNOFF(CFS) = 51.00
EFFECTIVE AREA(ACRES) = 100.94 AREA- AVERAGED Fm(INCH /HR) =
0.56
AREA- AVERAGED Fp(INCH /HR) = 0.56 AREA- AVERAGED = 1.00
a.
.TOTAL AREA(ACRES) = 100.94 PEAK FLOW RATE(CFS) = 273.76
SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH):
iM = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.15; 6HR = 4.94; 24HR =13.00
FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 51
----------------------------------------------------------------------------
>> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
aw >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<<
----------- - - - - -- - --
w. ELEVATION DATA: UPSTREAM(FEET) = 1183.40 DOWNSTREAM(FEET) = 1135.31
i. CHANNEL LENGTH THRU SUBAREA(FEET) = 1748.80 CHANNEL SLOPE= 0.0275.
CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 5.000
�. MANNING'S FACTOR = 0.021 MAXIMUM DEPTH(FEET) = 30 -.00
CHANNEL FLOW THRU SUBAREA(CFS) = 273.76
FLOW VELOCITY(FEET /SEC) = 11.58 FLOW DEPTH(FEET) 1.39
TRAVEL TIME (MIN. ) = 2.52 Tc (MIN. ) = 17.61
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 307.00 = 5973.50 FEET.
Irr •
FLOW PROCESS FROM NODE 307.00 TO NODE 307.00 IS CODE = 81
r,n----------------------------------------------------------------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
------------------------ --------------------------------
MAINLINE Tc(MIN) = 17.61
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.255
SUBAREA LOSS RATE DATA(AMC. II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
NATURAL FAIR COVER
"MEADOWS" A 9.30 0.81 1.00 51
NATURAL FAIR COVER
"MEADOWS" B 66.59 0.55 1.00 70
.• SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.58
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 75.89 SUBAREA RUNOFF(CFS) = 182.61
w, EFFECTIVE AREA(ACRES) = 176.83 AREA- AVERAGED Fm(INCH /HR) = 0.57
AREA- AVERAGED Fp(INCH /HR) = 0.57 AREA- AVERAGED Ap = 1.00
r TOTAL AREA(ACRES) = 176.83 PEAK FLOW RATE(CFS) = 427.70
* SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH):
5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.13; 6HR = 4.87; 24HR =13.00
FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 51
>> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
>> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1135.31 DOWNSTREAM(FEET) = 1089.76
CHANNEL LENGTH THRU SUBAREA(FEET) = 1836.60 CHANNEL SLOPE = 0.0248
CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
UUiNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 30.00
_IHANNEL FLOW THRU SUBAREA(CFS) = 427.70
FLOW VELOCITY(FEET /SEC) = 20.40 FLOW DEPTH(FEET) = 2.24
TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 19.11
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 308.00 = 7810.10 FEET.
m
fir
'
-FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE =
81
-----------------------------------------------------------------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 19.11
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.099
""
SUBAREA LOSS RATE DATA(AMC II) :
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
..
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL)
CN
r
COMMERCIAL A 28.73 0.98 0.10
32
RESIDENTIAL
No
"2 DWELLINGS /ACRE" A 11.07 0.98 0.70
32
r
RESIDENTIAL
"2 DWELLINGS /ACRE" B 2.92 0.75 0.70
56
■.,
NATURAL FAIR COVER
"MEADOWS" A 0.54 0.81 1.00
51
o "
NATURAL FAIR COVER
"MEADOWS" B 20.46 0.55 1.00
70
ON
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.70
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.53
SUBAREA AREA(ACRES) = 63.72 SUBAREA RUNOFF(CFS) = 156.52
.- -EFFECTIVE AREA(ACRES) = 240.55 AREA- AVERAGED Fm(INCH /HR) =
0.52
o ,"
AREA- AVERAGED Fp(INCH /HR) = 0.59 AREA- AVERAGED Ap = 0.88
TOTAL AREA(ACRES) = 240.55 PEAK FLOW RATE(CFS) = 559.41
w
SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH):
5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =12.84
.r
FLOW PROCESS FROM NODE 308.00 TO NODE 309.00 IS CODE =
51
*�
--------------------------------------------------- ------------------------
>> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
>> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<<
rr.
ELEVATION DATA: UPSTREAM(FEET) = 1089.76 DOWNSTREAM(FEET) =
1008.06
CHANNEL LENGTH THRU SUBAREA(FEET) = 3294.20 CHANNEL SLOPE =
0.0248
r"
CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 30.00
CHANNEL FLOW THRU SUBAREA(CFS) = 559.41
FLOW VELOCITY(FEET /SEC) = 21.93 FLOW DEPTH(FEET) = 2.58
TRAVEL TIME(MIN.) = 2.50 Tc(MIN.) = 21.61
w
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 309.00 = 11104.30
FEET.
FLOW PROCESS FROM NODE 309.00 TO NODE 309.00 IS CODE =
81
----------------------------------------------------------------------------
>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 21.61
- -* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.879
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL)
CN
COMMERCIAL A 31.73 0.98 0.10
32
RESIDENTIAL
"2 DWELLINGS /ACRE" A 59.60 0.:98 0.70
32
RESIDENTIAL
"2 DWELLINGS /ACRE" B 5.96 0.75 0.70
56
NATURAL FAIR COVER
Iii1
"MEADOWS" A 0.99 0 . 81 1. r)
_
on
rn
NATURAL FAIR COVER
"MEADOWS" B 63.62 0.55 1.00 70
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.73
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70
!lw 3UBAREA AREA(ACRES) = 161.90 SUBAREA RUNOFF(CFS) = 345.01
EFFECTIVE AREA(ACRES) = 402.45 AREA- AVERAGED Fm(INCH /HR) = 0.51
AREA- AVERAGED Fp(INCH /HR) = 0.64 AREA- AVERAGED Ap = 0.81
TOTAL AREA ( ACRES ) = 402.45 PEAK FLOW RATE ( CFS ) = 856.G4
10 SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH):
5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR.= 3.09; 6HR = 4.79; 24HR =12.15
FLOW PROCESS FROM NODE 309.00 TO NODE 309.00 IS CODE = I
-------------------------------- ------------------------- -----------------
aw >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
------------------------------------ -------- - - - - -- - - - - --
TOTAL NUMBER OF STREAMS = 2
o ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 21.61
wo RAINFALL INTENSITY(INCH /HR) = 2.88
ax AREA - AVERAGED Fm(INCH /HR) = 0.51
AREA- AVERAGED Fp(INCH /HR) = 0.64
AREA- AVERAGED Ap = 0.81
+im EFFECTIVE STREAM AREA(ACRES) = 402.45
TOTAL STREAM AREA(ACRES) = 402.45
am PEAK FLOW RATE(CFS) AT CONFLUENCE = 856.64
so ** CONFLUENCE DATA **
w COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1127.04 Tc(MIN.) = 21.61
EFFECTIVE AREA(ACRES) = 520.89 AREA- AVERAGED Fm(INCH /HR) = 0.52
AREA- AVERAGED Fp(INCH /HR) = 0.61 AREA- AVERAGED Ap = 0.85
TOTAL AREA(ACRES) = 520.89
- LONGEST FLOWPATH FROM NODE 301.00 TO NODE 309.00 = 11104.30 FEET
FLOW PROCESS FROM NODE 309.00 TO NODE 316.00 IS CODE = 51
>» >>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
>> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1008.06 DOWNSTREAM(FEET) = 969.03
CHANNEL LENGTH THRU SUBAREA(FEET) = 1267.20 CHANNEL SLOPE = 0.0303
as CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH /HR)
(INCH /HR)
(ACRES)
NODE
r„
1
312.89
17.71
3.245
0.55( 0.55)
1.00
118.4
310.00
2
856.64
21.61
2.879
0.64( 0.51)
0.81
402.5
301.00
RAINFALL
AND
TIME OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA USED
FOR' 2 STREAMS.
** PEAK
FLOW RATE TABLE
**
im
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH /HR)
(INCH /HR)
(ACRES)
NODE
1
1123.21
17.71
3.245
0.61( 0.52)
0.86
448.1
310.00
2
1127.04
21.61
2.879
0.61( 0.52)
0.85
520.9
301.00
w COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1127.04 Tc(MIN.) = 21.61
EFFECTIVE AREA(ACRES) = 520.89 AREA- AVERAGED Fm(INCH /HR) = 0.52
AREA- AVERAGED Fp(INCH /HR) = 0.61 AREA- AVERAGED Ap = 0.85
TOTAL AREA(ACRES) = 520.89
- LONGEST FLOWPATH FROM NODE 301.00 TO NODE 309.00 = 11104.30 FEET
FLOW PROCESS FROM NODE 309.00 TO NODE 316.00 IS CODE = 51
>» >>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
>> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1008.06 DOWNSTREAM(FEET) = 969.03
CHANNEL LENGTH THRU SUBAREA(FEET) = 1267.20 CHANNEL SLOPE = 0.0303
as CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
w�
wr
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 30.00
CHANNEL FLOW THRU SUBAREA(CFS) = 1127.04
FLOW VELOCITY(FEET /SEC) = 28.63 FLOW DEPTH(FEET) = 3.50
TRAVEL TIME(MIN.` = 0.74 Tc(MIN.) = 22.35
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 316.00 = 12371.50 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
�.. FLOW PROCESS FROM NODE 316.00 TO NODE 316.00 IS CODE = 81
-----------------------------=----------------------------------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 22.35
to * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.821
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
11 2 DWELLINGS /ACRE" A 23.92 0.98 0.70 32
as RESIDENTIAL•
"2 DWELLINGS /ACRE" B 2.59 0.75 0.70 56
COMMERCIAL B 6.77 0.75 0.10 56
. FAIR COVER
"MEADOWS" B 16.60 0.55 1.00 70
COMMERCIAL A 6.21 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.77
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.65
SUBAREA AREA(ACRES) = 56 SUBAREA RUNOFF(CFS) = 117.28
.• EFFECTIVE AREA(ACRES) = 576.98 AREA- AVERAGED Fm(INCH%HR) = 0.52
?AREA- AVERAGED Fp(INCH /HR) = 0.63 AREA- AVERAGED Ap = 0.83
w TOTAL AREA(ACRES) = 576.98 PEAK FLOW RATE(CFS) = 1195.23
SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH):
+� 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.09; 6HR = 4.78; 24HR =11.88
w ** PEAK FLOW RATE TABLE **
. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
1 1200.56 18.44 3.166 0.62( 0.52) 0.83 504.2 310.00
2 1195.23 22.35 2.821 0.63( 0.52) 0.83 577.0 301.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 1200.56 Tc(MIN.) = 18.44
AREA- AVERAGED Fin(INCH /HR) = 0.52 AREA- AVERAGED Fp(INCH /HR) = 0.62
f■II AREA- AVERAGED Ap = 0.83_ EFFECTIVE AREA(ACRES) = SO4.20
FLOW PROCESS FROM NODE 316.00 TO NODE 331.00 IS CODE = 51
----------------------------------------------------------------------------
>> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<<
>> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<<
----------------- -- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 969.03 DOWNSTREAM(FEET) = 838.41
CHANNEL LENGTH THRU SUBAREA(FEET) = 4043.90 CHANNEL SLOPE = 0.0323
CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500
' FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 30.00
CHANNEL FLOW THRU SUBAREA(CFS) = 1200.56
FLOW VELOCITY(FEET /SEC) = 29.64 FLOW DEPTH(FEET) = 3.57
TRAVEL TIME(MIN.) = 2.27 Tc(MIN. = 20.72
u� LONGEST FLOWPATH FROM NODE 301.00 TO NODE 331.00 = 16415.40 FEET.
F
1rr
** MEMORY BANK #
1 CONFLUENCE DATA **
STREAM
Q
Tc
Intensity Fp(Fm)
r
NUMBER.
(CFS)
(MIN.)
(INCH /HR) (INCH /HR)
1
1200.56
20.72
2.953 0.62( 0.52)
op
2
1195.23
24.63
2.662 0.63( 0.52)
0
LONGEST
FLOWPATH
FROM
NODE 301.00 TO NODE
Ap Ae HEADWATER
..(ACRES) NODE
0.83 504.2 310.00
0.83 577.0 301.00
331.00 = 16415.40 FEET.
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
UNIT- HYDROGRAPH'DATA:
RAINFALL (INCH) -: 5M= 0.57;30M= 1.17;1H= 1.55;3H= 3.12;6H= 4.87;24H= 11.•74
S- GRAPH: VALLEY(DEV.)= 24.0°s;VALLEY(UNDEV.) /DESERT= 0.0
MOUNTAIN= 0.0o;F00THILL= 76.0o;DESERT(UNDEV.)= 0.0.
Tc(HR) = 0.41; LAG(HR) = 0.33; Fm(INCH /HR) = 0.24; Ybar = 0.17
USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION.
DEPTH -AREA FACTORS: 5M = 0.94; 30M = 0.94; 1HR = 0.94;
3HR = 0.99; 6HR = 1.00; 24HR= 1.00
UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 1289.07
• LONGEST FLOWPATH FROM NODE 301.00 TO NODE 331.00 = 16415.40 FEET.
EQUIVALENT BASIN FACTOR APPROXIMATIONS:
Lca /L= 0.3,n= .0310; Lca /L= 0.4,n= .0278; Lca /L= 0.5,n= .0256;Lca /L =0.6,n =.0238
-TIME OF PEAK FLOW (HR) = 16.42 RUNOFF VOLUME (AF) = 1085.58
PEAK FLOW RATE(CFS) = 3095.57
FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 152
----------------------------------------------------------------------------
>> >>>STORE PEAK FLOWRATE TABLE TO A FILE<< <<<
--------------------------- -----------------------------------
?EAK FLOWRATE TABLE FILE NAME: A: \0331.pft
END OF STUDY SUMMARY: -�
TOTAL AREA(ACRES) = 1289 TC(MIN.) = 24.63
AREA- AVERAGED Fm(INCH /HR)= Ybar = 0.17
PEAK FLOW RATE(CFS) = 3095.57
----------------------------------------------------------------------------
END OF INTEGRATED RATIONAL /UNIT - HYDROGRAPH METHOD ANALYSIS
11r
1
Im
110
ew
A11A
A�
14 -
. .,
• i
—
,
•
• , O..
, • .
_ _ , . • 111
, LID -- -4. 7 Z
0 a
" 3-)
' 0 ,,, •
...-
.
o 4 ze 3- •
„ • \
-"' -
•
• , , •
• -
• • . ....
.
. . • .
\
\ v 0 7 „e.....
9
-.4 <-•.\ • ' , . . . .
. 111•111
. t / / ' , ..„v f • 1 i •
\ \ . - • ,... (
' .
--.),...-_,
/ .
'.-/' ii
..I
1
it a ■ 4,i, 4
,,.
.z
/ •
:•.4 1. 4,
• / / / 0 c
14;6'1 f, /C5'
■ ' S ‘,/ ,r 4,
_.., „ ,,., ' -1 .' , P .1 ,7,•• •:•:? ,itez, r,, ,: -.r..fz..,71.1 ,,?, :
PV ..„ 1,---"' N.....- ..1/4.. ,
\ ‘r .....' 6.. . . ., . ...
i .
r s\>....i • I
/
, / • dr- I 1 1
)(. / 143',' $' l' 1
f (...........4z j..,Y ..4 ,.,..
4: .,,,,,... ,.
, .,,,,..,E, o tr)
4 :..•
k. (FAY 18 l a,
—
:qu cy, 0
N 1 c• PIA
•••., ,,,,,.• • .. ? ° _ .., ..oltitti• ...., IF, •!% 45,11 U.,, ima5111 ..
______ ........ \ \ \ •-•""- --: 5••■ - ", '- ' "--11.- '-----------‘1. (5•...,1
q1 ta g I
/ L., • / o I o
, • - 0 •- $ .,_ N V' :r t r.-- 1 co • 1
– _ .._, .%.- - /7// - • -- ‘.,,‘ -- -- ' . .- -,., / .0
I
" /
c t -
- '7, o 0 ,,,g • "' 0 5
CD
'Fel N •••■. ....,1 i / 0 d'
1 1 0 I
„,,,....7-"e;:e2 • / el t” I 0 1
ON .,
....^:„. ..___
,,,,, Pz / 1 .. D...
...
....," „,” ,-.: "*.Zi.-- CI N
,
----. - .-- 0 ''' C O I '
. `
--<:,..a.
7
I
'‘...5:::13 /
'V* 63
CO
1 1 '
.
1 1 N pr
o \ \ • ;,; 0 0 1 1 .4 c.1 IN
i ,:' to 1 vo
N
I ri) ., 0 0
• ' 4,,, o 1
1 / \ e 1 c., 1 1 - N N ,
\,e <\ 19:1 2
/7 4 N 4 a, I cs,
(...) 21
/ - - \r io; 1 2 ro,, 1 0 0 . 1 ' ; CU I
/q.. CO cn 1 I
`11141 kE)
1 / ---„,
\ es■•■•• 11•010 la...ln". 4 ,0 i ■122
11 1 CD ...... ...1
i . NOM, =MO an
I \I
C
i ".:''' 1& ."
! ' . :
to
1
..,,
1 .1=144 .4•1 Mil
1 7 in \ \ / ' 0
—,_ ■ N :,
in
S 0
. , , ..
-
f - - I \ / . . ...., .. .,.... ... 0 , C\1 ,
elk ' re) \
. MEN IMMO MN
,.
In \ all... ..-■U,Jtr ir •\
\ \ , 0 \ .1) \
4 F;)
,....0, ......--- ..... —
4.„1,\ ru N 1-
,• , 0 #0- 0• •r N N �.
re') / tr) in 0 ....., ..... \„.••••" ED .
1 ../ 4 \ rCu) rt) .-.., ammo gm
0 if l'.. F .0 .0 .#.° . 0
........... to
o N s.: to \ , ---
/ ■ / 'cr /
`,.. —
/
F.) — ' \ ri ‘ "r . / (4 i
y-" • .......... \ I .0.
•O' ‘ Cf)
ft.. 4. ,... . 7 or co . lb
, 0
,;.,, ‘ • (.9_ . 1 i ..,—. ...,„„ ___, ■ ...---- .. ■1) 1111 1:7 C\1 „ \ , ,
.N I , ( .-4 ... N, A• 6°. i;)
......
..... '•"' )1 %or ••••7 .....'
; A
V CAN\, ........... Milmil• ir4 to
__
L .._
,____ 1 —r--- / 0 ,-.,... ics •, .
...P.' WIWI; d•
ri
/ N • -138"), 0) ,... ilk c> 1 c>
1P)c) CD i r A
■••• 71, / / 7. CD /
ON Ce) ' In
....• cNI / 0) CU
' A
.0. -to f , .‘"
I , c
\ . .... ••••• ( 73 0 / i / 0 / \\
, o i . i \ 0
; 0 I
I / / I" ..,,.. \ \
0....
\ tn
0 1
h. 1 / \
f2,7\ ...
/ C) ,..., \ 1•
II v) / .1.•'''
d.,,,„, • / / \ .0 , 4 1 / in I
a., ,..
/ ...., .0.0
„,„. 1=40 4=11. 0) 0
44.... 44.4.. \ tn il, I 0 Lot
....., , .... .-- in 01
, , ."'"' •-•• .......... ••• 1 / o
• c:.
.. ..o \ 4 1 ::
1 ‘ I
/ oor • •
t I i / •••• ..........., .....0
,/
h
il / f
CNI I / /
0 A O'i
- ,
■p.h , , ,',5 0
i /
_ ■ 44 0 ,
! 0 /
...., ... ft.., ....., / i
.1' ......... ...„, .
...„, cu i / .0.— • / . • a r.- .... 1
A-•••-- -6.4.0„,, .
I
1 0
N vial 1
. . . •
ie.
w.
t reve "IT
SUMMIT AVENUE STORM DRAIN
MPSD LINE B
PHASE II (Segment 3)
DRAINAGE STUDY
CITY OF FONTANA
Revised August 22, 2003
Reference 652 -1452
Madole & Associates, Inc.
10601 Church Street, Suite 107
Rancho Cucamonga, CA 91730
(909) 948 -1311
Fax 948 -8464
********************************************* * * * * * ** * * * * * * * * * * * * * * * * * * * * * * **
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACY�AGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983 -2002 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2002 License ID 1251
Analysis prepared by:
MADOLE & ASSOCIATES, INC.
10601 CHURCH STREET SUITE 107
RANCHO CUCAMONGA CA 91730
909.948.1311 FAX - 948.8464 madole @madolerc.com
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
*
• SUMMIT AVENUE STORM DRAIN
• Q100 FINAL HYDROLOGY
*
*
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE•
*USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
UNIT - HYDROGRAPH MODEL SELECTIONS /PARAMETE
WATERSHED LAG = 0.80 * Tc
USED VALLEY UNDEVELOPED S -GRAPH FOR DEVELOPMENTS OF
1 UNITS /ACRE AND LESS; AND "VALLEY D EVELOPED" S -GRAPH
FOR DEVELOPMENTS OF 2 UNITS/ACRE AND MORE.
SIERRA MADRE DEPTH -AREA FACTORS USED.
AREA- AVERAGED
DURATION RAINFALL(INCH)
5- MINUTES 0.58
30- MINUTES 1.18
1 -HOUR 1.56
05/07/02 Q
�i
FILE NAME: P: \652- 1452 \Drainage \SMTAVE.D
TIME/DATE OF STUDY: 10:06 05/07/2002
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
-- *TIME-OF- CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.
SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.95
*USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I ;IN /HR) vs. LOG(Tc;MIN)) =
0.6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR = 1.5600
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW
MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE
FACTOR
(FT) SIDE SIDE / - (FT) - (FT) - (FT)
- - (n)
I NO.
pir
-WAY- - (FT) -
-/-
- (FT) --- --
1 30.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.013
0.0150
2 44.0 22.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE•
*USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
UNIT - HYDROGRAPH MODEL SELECTIONS /PARAMETE
WATERSHED LAG = 0.80 * Tc
USED VALLEY UNDEVELOPED S -GRAPH FOR DEVELOPMENTS OF
1 UNITS /ACRE AND LESS; AND "VALLEY D EVELOPED" S -GRAPH
FOR DEVELOPMENTS OF 2 UNITS/ACRE AND MORE.
SIERRA MADRE DEPTH -AREA FACTORS USED.
AREA- AVERAGED
DURATION RAINFALL(INCH)
5- MINUTES 0.58
30- MINUTES 1.18
1 -HOUR 1.56
05/07/02 Q
�i
to
r
r
Irr
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm)
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR)
1 960.99 24.70 2.657 0.76( 0.30)
2 971.73 26.20 2.565 0.76( 0.30)
3 960.90 26.78 2.531 0.76( 0.30)
4 686.21 44.48 1.867 0.75( 0.31)
LONGEST FLOWPATH FROM NODE 401.00 TO NODE
Ap Ae HEADWATER
(ACRES) NODE
0.40 441.1 415.10
0.39 464.6 400.00
0.39 466.6 401.00
0.41 481.9 406.20
417.10 = 11762.00 FEET.
II on
I�
b
** PEAK
SUBAREA LOSS RATE DATA(AMC III):
**
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
STREAM
Q
COMMERCIAL A 3.00 0.80 0.10 52
Intensity
Fp(Fm)
RESIDENTIAL
Ae
HEADWATER
"5 -7 DWELLINGS /ACRE" A 15.10 0.80 0.50 52
(CFS)
(MIN.)
COMMERCIAL A 9.10 0.80 0.10 52
(INCH /HR)
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
NODE
1
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.32
18.62
3.148
SUBAREA AREA(ACRES) = 27.20 SUBAREA RUNOFF(CFS) = 70.78
0.35)
�r
EFFECTIVE AREA(ACRES) = 372.81 AREA - AVERAGED Fm(INCH /HR) = 0.40
422.10
2
AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.52
20.74
ww
TOTAL AREA(ACRES) = 398.60 PEAK FLOW RATE(CFS) = 922.20
0.35)
r
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
412.00
3
FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE
24.70
2.657
---------------------------- ----------------------- ----------- - - - - -- -- - - - - --
» »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY««<
/
c�(fYGtS
0.46
839.7
415.10
4
** MAIN STREAM CONFLUENCE DATA **
26.20'
2.565
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
0.35)
0.45
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
400.00
5
1 922.20 18.62 3.148 0.76( 0.40) 0.52 372.8 422.10
26.78
2.531
2 915.45 20.74 2.951 0.77( 0.40) 0.52 398.6 412.0
0.35)
0.45
LONGEST FLOWPATH FROM NODE 412.00 TO NODE 417.10 = 8574.00 FEET.
401.00
r
r
Irr
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm)
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR)
1 960.99 24.70 2.657 0.76( 0.30)
2 971.73 26.20 2.565 0.76( 0.30)
3 960.90 26.78 2.531 0.76( 0.30)
4 686.21 44.48 1.867 0.75( 0.31)
LONGEST FLOWPATH FROM NODE 401.00 TO NODE
Ap Ae HEADWATER
(ACRES) NODE
0.40 441.1 415.10
0.39 464.6 400.00
0.39 466.6 401.00
0.41 481.9 406.20
417.10 = 11762.00 FEET.
II on
I�
b
** PEAK
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH /HR)
(INCH /HR)
(ACRES)
NODE
1
1797.63
18.62
3.148
0.76(
0.35)
0.46
705.3
422.10
2
1822.94
20.74
2.951
0.76(
0.35)
0.46
768.9
412.00
3
1770.98
24.70
2.657
0.76(
0.35)
0.46
839.7
415.10
4
1748.64
26.20'
2.565
0.76(
0.35)
0.45
863.2
400.00
5
1725.71
26.78
2.531
0.76(
0.35)
0.45
865.2
401.00
6
1212.77
44.48
1.867
0.76(
0.35)
0.46
880.5
406.20
TOTAL
AREA(ACRES) =
880.50
COMPUTED CONFLUENCE ESTIMATES ARE S FOLLOWS:
PEAK FLOW RATE(CFS) = 1822.94 TC-(MIN.) = 20.737
EFFECTIVE AREA(ACRES) = 768.92 AREA - AVERAGED Fm(INCH /HR) = 0.35
AREA - AVERAGED Fp(INCH /HR) = 0.76 AR EA- AVERAGED Ap = 0.46
TOTAL AREA(ACRES) = 880.50
LONGEST FLOWPATH FROM NODE 401.00 TO NODE 417.10 = 11762.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 71
---------------------------------------------------------
»»>PEAK FLOW RATE ESTIMATOR CHANGED TO UNIT - HYDROGRAPH METHOD««<
» » >USING TIME-OF- CONCENTRATION OF LONGEST FLOWPATH««<
UNIT- HYDROGRAPH DATA:
RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50
S- GRAPH: VALLEY(DEV.)= 90.1 %;VALLEY(UNDEV.) /DESERT= 9.9%
MOUNTAIN= 0.0%;FOOTHILL= 0.0 % ;DESERT(UNDEV.)= 0.0%
05/07/02 Q -34
0
Tc(HR) = 0.45; LAG(HR) = 0.36; Fm(INCH /HR) = 0.35; Ybar = 0.27
USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION.
DEPTH -AREA FACTORS: 5M = 0.96; 30M = 0.96; 1HR = 0.96;
3HR = 0.99; 6HR = 1.00; 24HR= 1.00
UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 880.50
LONGEST FLOWPATH FROM NODE 401.00 TO NODE 417.10 = 11762.00 FEET.
EQUIVALENT BASIN FACTOR APPROXIMATIONS:
Lca /L= 0.3,n= .0298; Lca /L= 0.4,n= .0267; Lca /L= 0.5,n= .0245;Lca /L =0.6,n =.0229
TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 607.35
UNIT - HYDROGRAPH METHOD PEAK FLOW RATE(CFS) = 1813.20
RATIONAL METHOD PEAK FLOW RATE(CFS) = 1822.94
(UPSTREAM NODE PEAK FLOW RATE(CFS) = 1822.94)
PEAK FLOW RATE(CFS) USED = 1822.94
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 12
------------------------------------------------------------------------
»»>CLEAR MEMORY BANK # 1 « «<
Iln .
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
w FLOW PROCESS FROM NODE 417.10 TO NODE 426.10 IS CODE = 36
----------------------------------------------
» » >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««<
ow » » >USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««<
ELEVATION DATA: = 1626.00 DOWNSTREAM(FEET) = 1609.50
FLOW LENGTH(FEET) = 1320.00 MANNING'S N = 0.013
�w *GIVEN BOX BASEWIDTH(FEET) = 10.00 ESTIMATED BOX HEIGHT(FEET) = 8.43
BOX -FLOW VELOCITY(FEET /SEC.) = 21.63
BOX- FLOW(CFS) = 1822.94
BOX -FLOW TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 27.80
LONGEST FLOWPATH FROM NODE 401.00 TO NODE 426.10 = 13082.00 FEET.
FLOW PROCESS FROM NODE 426.10 TO NODE 426.10 IS CODE = 81
--------------------------------------------------------- - - - - -- -
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««<
--------------- - --
MAINLINE Tc(MIN) = 27.80
an * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.475
SUBAREA LOSS RATE DATA(AMC III):
frr DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
11 5-7 DWELLINGS /ACRE" A 26.60 0.80 0.50 52
so COMMERCIAL A 10.40 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.39
SUBAREA AREA(ACRES) = 37.00
UNIT- HYDROGRAPH DATA:
RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50
S- GRAPH: VALLEY(DEV.)= 90.5 %;VALLEY(UNDEV.) /DESERT= 9.5%
MOUNTAIN= 0.0%;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0%
VIII Tc(HR) = 0.46; LAG(HR) = 0:37; Fm(INCH /HR) = 0.35; Ybar = 0.28
USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION.
4w DEPTH -AREA FACTORS: 5M = 0.96; 30M = 0.96; 1HR = 0.96;
3HR = 0.99; 6HR = 1.00; 24HR= 1.00
UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 917.50
LONGEST FLOWPATH FROM NODE 401.00 TO NODE 426.10 = 13082.00 FEET.
EQUIVALENT BASIN FACTOR APPROXIMATIONS:
Lca /L= 0.3,n= .0284; Lca /L= 0.4,n= .0254; Lca /L= 0.5,n= .0234;Lca /L =0.6,n =.0218
TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 637.24
UNIT - HYDROGRAPH PEAK FLOW RATE(CFS) = 1839.99
po
05/07/02 Q - 35
it
A
1w
1 00 5105 Q-1
/
4R�1
it
8�
8411
+Ir
MW
on
ant
ar
ar
am
6W
■m
for
WO
No
WON
OW
rlrr
rr•
wAe
1111
Rr
�aee
4rlr
Encompass Associates, Inc.
araEegiasers
5699 Cousins Place
Rancho Cucamonga, CA 91737
(909)684 -0093 Fax 483 -3263
Job North Fontana MPSD
Sheet No. of
Calculated by: Date 9/16/05
Checked by: Date
Scale nts
Rainfall Intensity Data
Slope of Intensity/Duration curve 0.6
Duration Return Period ear
hr
2
5
10
25
100
1
0.75
0.93
1.07
1.25
1.53
3
1.37
1.75
2.04
2.42
3
6
2
2.61
3.07
3.68
4.6
24
4
5.64
6.88
8.52
11
slope 0.55 0.58 0.59 0.60 0.61
0=values taken from Isohyetals, County Hydrology Manual
All other values "interpolated" using logarithmic equations as follows:
- -> Exp( +/- Slope x Ln(T des) + Ln(ref 1) 4+ Slope x Ln(ref T))
- -> 1100 -110 / Ln(100 /10) x Ln(des Period / 10) + 110
T
N O
O N C) to00'v°'LOcOC4NT CO
Q CaCD0C]00 CD "' N
7 CD ` �'0 O O O' O CO' CO GS " O O
N
�, O
10
y e 11 25
r'L- C000 0 o o o L j
O
Cfl i O
I-
C) Nr"r�tNr ,e-Nr ,tv'i C
Lcr.1r-r-N-10N-r-r�1 — •cv`
0 --
IL',
ODC o
1: CO CO CD T"' P -r ere- 'tt v N
CD
GCC3OGOOC COW. 0) � F - � NO o
000000 C)0
y. o
}. t v4 v f co r� it r
00096 0 0066 O > -0 d
; N
W C
10 fit) [p cp M cp 0 - 0 d' O
ca CO CD PO 40 O 00 00 CD O
T c-- y- r 1 1 Q U
CO
LL
U
01 CI CO M ti; M MC7 N co
aj NCVCVtkir - hf NN J
0) 6 Oi csi ►ci ai 0) Oi °
0
. J
* ti O O N N c!' CA •- CO
- o 0000 �-- OOO CO
O O O O O O O O O O
Cn
C1N1C0 �n, y- co O O
Q O'O O O O O O
I
N N N N Cfl N N N co
Z cpCpcnunap61010 co �,
U - p
C U CV CO CV M - co CV CV CV co co 0
0 6
Q '' COOO d' C4 COON ----- -
N --$.! 01 00 T -C7,--O co
J O o a o c C3 O -o a O
co
N y- N M v.-. �f Q'
N M O O 00 N M CO L0 t U E
Q N N r` N CO O O
w`-
CU
n.
O _QQQQQQaa
iii - 5 C C
it u EE.
w = O o
J o co co 0 0. r-. co "t-- 0
0 0000 '0 0 c_7
E E v II
X N M O O CC) r` M O Cp un N O= 11 11
CT 11
0)
m Q N N
N CO 0- r U as 00 N
U LL LL < _ � -a 0 or
p ° � Q UUQ o a
W 0 , 0 O ~
FZ
c3 c c) ZZ Z _ �.. J J J J Q 1Z114111)/ N w W W U..1 m rl J U J �. U
-o ---;° 0+ ^ °a 2 03m o 0 p
0 0 0 ON- MCpCO OUdU Q J
Z F-
J J U =
■r
war
�r.
r
rrs
wr
er
nr
r�r
40
a
Project: North Fontana MPSD 1 Date: 9/16/2005 102 -102
Engineer: Aaron Skeers
Notes: Line A (Duncan) Set #1
1st -24hr 2nd -24hr
1
Design Storm
2
Catchment Lag time
3
Catchment Area
4
Base flow
5
S -graph
6
Maximum loss rate, Fm
7
Low loss fraction, Y -bar
8
Watershed area - averaged 5 - minute point rainfall
3.00
Watershed area - averaged 30 - minute point rainfall
inches
Watershed area - averaged 1 -hour point rainfall
1.66
Watershed area - averaged 3 -hour point rainfall
11.00
Watershed area - averaged 6 -hour point rainfall
minutes
Watershed area - averaged 24 -hour point rainfall
9
24 -hour storm unit interval
Point rainfall unadjusted by depth -area factors
10
Depth -area adjustment factors
(Fig E-4)
yr
100
hrs
0
acres
655.4
cfs /sq mi
0
in /hr
0.23
0.19
inches
0.48
0.17
inches
1.10
0.40
inches
1.53
0.55
inches
3.00
1.08
inches
4.60
1.66
inches
11.00
3.96
minutes
5
5 -min
30 -min
1 -hr
3 -hr
6 -hr
24 -hr
Drainage- UHinput- Prelim.xls
10/5/2005
LO i',
0
C y S ) e-': x-- C'. W ..n -."ct. CO
0 ( ,� O.. C}, - r' .. O' Q :0:00 0 CO
N` o o .0 9 -9 99 O o Lo
O O N
E co to. r•••" ro 4E" 11 O
u - O 6,6 O 6`0 O 0 LL 1 5,
1 o
co � r r
�0 0 0 0 0 0 0 0 .:_ Y v
Q
Li.. ( _ CV
fi r-- t-- coNt'tt)t -- -. NM N O
43't3! p C G G ' G q CA I's t•-.. - L
O O
,.... p; 0 o co Co. G• 0 o - 0 O CN1 @ - N O O
• - O C
'(�
lY
✓ ' r :c- e-. !- e- r CO I I I`
- 1-
>-• d; rt; -d; `St; ' • 't ' 01 II 0 (B -
O- O :co -Ca O'0 O O ' co > C) N
>
W c
- 10 '147 EC) 1A M - 10 10 1A 'tzt O
(a CO cal CO, Q() C(9 Cf3Ct! O
T- e- r r V^ V^ V^ V^ 0
L
U-
N to
' M -M 10 CO CO- CO N O
vjN NNN'r NN.N <3.
J
0) C)3 0) 0) 0) CS} O
O
J
4t .- N LO O) CO N CO CO . M
0 0 0 - 0 0 0 0 0 1
f n 0 6 6 0 0 0 0 0 - C)
C1 N CO In 'cf c— Ct) CO . O co
Z CN C in co U t Lo 0 0 )
U 0
E = U)
E 0 M M M M M M M 0
4)
to I - • to c) o u) t+ 0 - r'` 2
Cu c CD 000N0 t--00 (r3 N E
J 0 0 0 0 0 CD 0 -. O O l =
CO
(Q CO N 1` CA N co 1.f) - 10 Co. W
CO N C7 c CO N U') Cf) ' r- 0 E
Q N 1- ,_ CO N U) N CO . N M O
... ,.- ■
Q_
0) ` Q Q Q Q Q Q Q Q
t. • .p C C_
re ( E E t
M t- i`e)'0t" OD' 10t� 0). O 16- O O 0
J \CD 0m +e
CV0.-00. O O
E 0- 0. "00 0.0P00
E - - -'
—
• ( I E
B CO N � -1- O N co O in d' 0 _ 11 11
'X N O N c9 ,- CO t` 6 Ct) ' `- O = II 0) 0) -
m Q N e- ,_ CO N U) N CO M N d ' C) m M
E I- J J tl
0 co U u -a a) w
a. o co 65 N � o a)~ a
g OOO tlV
(a T. • Zhp fiiil 2 z J L to W D oo2- 0 I m 0
>.- 1 1 1 ODU ,'
Z_I _ c am= - - - = (q ¢ co t =
�r
60
M
+rn
N
M
w
M
Project:
Engineer:
Notes:
North Fontana MPSD 2
Aaron Skeers
Line B (Summit) Set #2
Date:
9/16/2005
1 st -24hr
102 -102
2nd -24hr
1
Design Storm
yr
100
2
Catchment Lag time
hrs
0
3
Catchment Area
acres
381.3
4
Base flow
cfs /sq mi
0
5
S -graph
6
Maximum loss rate, Fm
in /hr
0.33
7
Low loss fraction, Y -bar
0.27
8
Watershed area - averaged 5 - minute point rainfall
inches
0.48
0.17
Watershed area - averaged 30 - minute point rainfall
inches
1.10
0.40
Watershed area - averaged 1 -hour point rainfall
inches
1.53
0.55
Watershed area - averaged 3 -hour point rainfall
inches
3.00
1.08
Watershed area - averaged 6 -hour point rainfall
inches
4.60
1.66
Watershed area - averaged 24 -hour point rainfall
inches
11.00
3.96
9
24 -hour storm unit interval
minutes
5
Point rainfall unadjusted by depth -area factors
10
Depth -area adjustment factors
5 -min
(Fig E-4)
30 -min
1 -hr
3 =hr
6 -hr
24 -hr
Drainage- UHinput- Prelim.xls
10/5/2005
rrt
■w
irr
A
rr
w.
rrr
s..
er.
ur
r
s.+
r
e..
MW
O_
Yr
40
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983 -2005 Advanced Engineering Software (aes)
Ver. 11.0 Release Date: 06/01/2005 License ID 1584
Analysis prepared by:
Encompass Associates, Inc.
5699 Cousins Place
Rancho Cucamonga, CA 91737
909 - 684 -0093 askeers @encompasscivil.com
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
• NORTH FONTANA SP - MASTER PLAN OF STORM DRAINAGE
• 100 -YEAR HYDROLOGY
• LINE A (DUNCAN CANYON)
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FILE NAME: NFONA.DAT
TIME /DATE OF STUDY: 10:26 04/17/2007
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
-- *TIME -OF- CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.95
*USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) =
0.6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5300
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW
MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE
FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT)
(n)
1 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
UNIT - HYDROGRAPH MODEL SELECTIONS /PARAMETERS:
WATERSHED LAG = 0.80 * Tc
VALLEY(DEVELOPED) S -GRAPH USED.
SIERRA MADRE DEPTH -AREA FACTORS USED.
AREA- AVERAGED
DURATION RAINFALL(INCH)
5- MINUTES 0.48
30- MINUTES 1.10
1 -HOUR 1.53
3 -HOUR 3.00
6 -HOUR 4.60
24 -HOUR 11.00
05/09/07 Q-2
r
�r
om *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR UNIT HYDROGRAPH METHOD*
77
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00
err ELEVATION DATA: UPSTREAM(FEET) = 1975.00 DOWNSTREAM(FEET) = 1955.00
Tc = K *[(LENGTH * 3.00) /(ELEVATION CHANGE)]* *0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.536
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.345
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.)
w COMMERCIAL A 9.00 0.80 0.100 52 10.54
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
1° SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 34.55
mw TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 34.55
rr+
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
-----------------------
-----------------
r. ELEVATION DATA: UPSTREAM(FEET) = 1948.00 DOWNSTREAM(FEET) = 1942.00
FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 9.99
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 34.55
w. PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 11.29
rr
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1450.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
w. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81
----------------------------------------------------------------------------
Ylr
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
an MAINLINE Tc(MIN) = 11.29
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.169
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
is COMMERCIAL A 10.00 0.80 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 36.81
ow EFFECTIVE AREA(ACRES) = 19.00 AREA - AVERAGED Fm(INCH /HR) = 0.08
AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 19.00 PEAK FLOW RATE(CFS) = 69.93
on
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
IN FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 1942.00 DOWNSTREAM(FEET) = 1930.00
m
an 05/09/07 Q -3
w
0
0
FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 15.56
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
ww PIPE- FLOW(CFS) = 69.93
PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 11.79
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1920.00 FEET.
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81
--------------------------------------------------------------
-------- - - - - --
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 11.79
im * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.061
SUBAREA LOSS RATE DATA(AMC III):
w DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 24.00 0.80 0.100 52
COMMERCIAL A 16.90 0.80 0.100 52
^ RESIDENTIAL
"11+ DWELLINGS /ACRE" A 12.60 0.80 0.200 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.124
SUBAREA AREA(ACRES) = 53.50 SUBAREA RUNOFF(CFS) = 190.82
EFFECTIVE AREA(ACRES) = 72.50 AREA - AVERAGED Fm(INCH /HR) = 0.09
�r AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.12
TOTAL AREA(ACRES) = 72.50 PEAK FLOW RATE(CFS) = 258.91
e..
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31
----------------------------------------------------------------------------
'""' »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1930.00 DOWNSTREAM(FEET) = 1886.00
FLOW LENGTH(FEET) = 1070.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.0 INCHES
ow PIPE -FLOW VELOCITY(FEET /SEC.) = 25.61
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 258.91
PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 12.49
o1r LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 2990.00 FEET.
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81
------------------- ----- ---------- ---- ---- ---------- ---- ---- ----------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 12.49
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.924
SUBAREA LOSS RATE DATA(AMC III):
1lIA DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 31.20 0.80 0.100 52
RESIDENTIAL
,
III 11+ DWELLINGS /ACRE" A 16.60 0.80 0.200 52
NATURAL FAIR COVER
"OPEN BRUSH" A 10.80 0.61 1.000 66
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.68
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.294
SUBAREA AREA(ACRES) = 58.60 SUBAREA RUNOFF(CFS) = 196.37
EFFECTIVE AREA(ACRES) = 131.10 AREA - AVERAGED Fm(INCH /HR) = 0.14
AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 0.20
IIMI
05/09/07 Q -4
ft
ON TOTAL AREA(ACRES) = 131.10 PEAK FLOW RATE(CFS) = 446.31
FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31
-------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1886.00 DOWNSTREAM(FEET) = 1856.00
FLOW LENGTH(FEET) = 1060.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 25.49
iw ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 446.31
PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 13.18
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 4050.00 FEET.
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81
----------------------------------------------------------------------------
Aw » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
-----------------
MAINLINE Tc(MIN) = 13.18
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.799
�1A SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
ft LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
on "11+ DWELLINGS /ACRE" A 31.90 0.80 0.200 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 31.90 SUBAREA RUNOFF(CFS) = 104.49
EFFECTIVE AREA(ACRES) = 163.00 AREA - AVERAGED Fm(INCH /HR) = 0.14
AREA - AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.20
TOTAL AREA(ACRES) = 163.00 PEAK FLOW RATE(CFS) = 536.04
FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31
----------------------------------------------------------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
Algl » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1856.00 DOWNSTREAM(FEET) = 1845.00
FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013
40 DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 28.83
IN ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 536.04
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 13.36
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 4370.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
w FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81
----------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
Ifl� MAINLINE Tc(MIN) = 13.36
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.767
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
#�I LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
"8 -10 DWELLINGS /ACRE" A 13.10 0.80 0.400 52
CONDOMINIUMS A 9.00 0.80 0.350 52
�w
�„ 05/09/07 Q -5
wr
ws
Yrr
RESIDENTIAL
"11+ DWELLINGS /ACRE" A 15.90 0.80 0.200
PUBLIC PARK A 0.72 0.80 0.850
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.315
SUBAREA AREA(ACRES) = 38.72 SUBAREA RUNOFF(CFS) = 122
EFFECTIVE AREA(ACRES) = 201.72 AREA - AVERAGED Fm(INCH /HR)
AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.22
TOTAL AREA(ACRES) = 201.72 PEAK FLOW RATE(CFS) =
52
52
55
= 0.17
653.95
FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
- ---- - - - - --
""'" ELEVATION DATA: UPSTREAM(FEET) = 1845.00 DOWNSTREAM(FEET) = 1804.00
FLOW LENGTH(FEET) = 1310.00 MANNING'S N = 0.013
wr DEPTH OF FLOW IN 72.0 INCH PIPE IS 53.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 29.21
ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1
Yu PIPE- FLOW(CFS) = 653.95
PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 14.11
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 5680.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81
----------------------------------------------------------------------------
" » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------
r MAINLINE Tc(MIN) = 14.11
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.646
am SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
rr LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
�` "11+ DWELLINGS /ACRE" A 29.90 0.80 0.200 52
NATURAL FAIR COVER
No "OPEN BRUSH" A 19.90 0.61 1.000 66
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.66
AM SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.520
SUBAREA AREA(ACRES) = 49.80 SUBAREA RUNOFF(CFS) = 148.14
low EFFECTIVE AREA(ACRES) = 251.52 AREA - AVERAGED Fm(INCH /HR) = 0.20
AREA - AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 0.28
or. TOTAL AREA(ACRES) = 251.52 PEAK FLOW RATE(CFS) = 780.12
FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31
----------------------------------------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
---------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1804.00 DOWNSTREAM(FEET) = 1802.00
FLOW LENGTH(FEET) = 390.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 108.0 INCH PIPE IS 79.7 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 15.49
ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 780.12
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 14.53
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 6070.00 FEET.
********************************************* * * * ** * * *** * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81
----------------------------------------------------------------------------
W
m 05/09/07 Q -6
m
AID »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
to MAINLINE Tc(MIN) = 14.53
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.583
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 11.80 0.80 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
"w SUBAREA AREA(ACRES) = 11.80 SUBAREA RUNOFF(CFS) = 37.20
EFFECTIVE AREA(ACRES) = 263.32 AREA - AVERAGED Fm(INCH /HR) = 0.19
am AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 0.27
TOTAL AREA(ACRES) = 263.32 PEAK FLOW RATE(CFS) = 802.94
law
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
^ FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31
----------------------------------------------------------------------------
°1 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1802.00 DOWNSTREAM(FEET) = 1798.00
FLOW LENGTH(FEET) = 970.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 114.0 INCH PIPE IS 83.7 INCHES
"" PIPE -FLOW VELOCITY(FEET /SEC.) = 14.39
ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1
err PIPE- FLOW(CFS) = 802.94
PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 15.65
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 7040.00 FEET.
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
r
MAINLINE Tc(MIN) = 15.65
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.426
SUBAREA LOSS RATE DATA(AMC III):
tow DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
CONDOMINIUMS A 10.10 0.80 0.350 52
CONDOMINIUMS A 6.40 0.80 0.350 52
CONDOMINIUMS A 8.10 0.80 0.350 52
PUBLIC PARK A 3.72 0.80 0.850 52
40 CONDOMINIUMS A 7.90 0.80 0.350 52
RESIDENTIAL
do "5 -7 DWELLINGS /ACRE" A 8.30 0.80 0.500 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.420
SUBAREA AREA(ACRES) = 44.52 SUBAREA RUNOFF(CFS) = 123.89
EFFECTIVE AREA(ACRES) = 307.84 AREA - AVERAGED Fm(INCH /HR) = 0.21
AREA- AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.29
TOTAL AREA(ACRES) = 307.84 PEAK FLOW RATE(CFS) = 889.73
FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
---------------------
ELEVATION DATA: UPSTREAM(FEET) = 1798.00 DOWNSTREAM (FEET) = 1794.00
FLOW LENGTH(FEET) = 960.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 114.0 INCH PIPE IS 91.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 14.59
estll
.■ 05/09/07 Q-7
,.
w
ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 889.73
PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 16.75
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 20.00 = 8000.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81
----------------------------------------------------------------------------
e� » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 16.75
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.290
A SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
SCHOOL A 14.20 0.80 0.600 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
g ' SUBAREA AREA(ACRES) = 14.20 SUBAREA RUNOFF(CFS) = 35.94
EFFECTIVE AREA(ACRES) = 322.04 AREA - AVERAGED Fm(INCH /HR) = 0.23
g AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.31
TOTAL AREA(ACRES) = 322.04 PEAK FLOW RATE(CFS) = 889.73
ow NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
----------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1794.00 DOWNSTREAM(FEET) = 1792.00
FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013
" DEPTH OF FLOW IN 108.0 INCH PIPE IS 88.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 16.03
aw ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 889.73
a' PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 17.14
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 8370.00 FEET.
lilt
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 10
------------------- - --------------------------------------------------------
»»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
****************************************************************************
tilt FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 13
----------------------------------------------------------------------------
• »» >CLEAR THE MAIN- STREAM MEMORY««<
-----------------------------------------------------------------------
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 21.10 TO NODE 21.20 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
on
INITIAL SUBAREA FLOW- LENGTH(FEET) = 830.00
No ELEVATION DATA: UPSTREAM(FEET) = 1975.00 DOWNSTREAM(FEET) = 1948.00
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.873
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.817
SUBAREA Tc AND LOSS RATE DATA(AMC III):
■w
to
mm 05/09/07 Q
w
irn
s
it
am
r
ow
ow
am
we
n.
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH /HR)
COMMERCIAL A 7.70 0.80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 32.83
TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.100 52 8.87
0.80
32.83
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 21.20 TO NODE 21.30 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1942.00 DOWNSTREAM(FEET) = 1929.00
FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 14.60
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 32.83
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 9.30
LONGEST FLOWPATH FROM NODE 21.10 TO NODE 21.30 = 1200.00 FEET.
iW
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 21.30 TO NODE 21.30 IS CODE = 81
----------------------------------------------------------------------------
' »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
"^ MAINLINE Tc(MIN) = 9.30
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.684
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 6.20 0.80 0.100 52
NATURAL FAIR COVER
"OPEN BRUSH" A 2.90 0.61 1.000 66
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.65
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.387
SUBAREA AREA(ACRES) = 9.10 SUBAREA RUNOFF(CFS) = 36.32
EFFECTIVE AREA(ACRES) = 16.80 AREA - AVERAGED Fm(INCH /HR) = 0.17
AREA- AVERAGED Fp(INCH /HR) = 0.67 AREA- AVERAGED Ap = 0.26
TOTAL AREA(ACRES) = 16.80 PEAK FLOW RATE(CFS) = 68.23
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 21.30 TO NODE 21.40 IS CODE = 31
----------------------------------------------------------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1929.00 DOWNSTREAM(FEET) = 1913.00
FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 17.74
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 68.23
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 9.70
LONGEST FLOWPATH FROM NODE 21.10 TO NODE 21.40 = 1630.00 FEET.
FLOW PROCESS FROM NODE 21.40 TO NODE 21.40 IS CODE = 81
----------------------------------------------------------------------------
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 9.70
05/09/07 Q
nr
w
w
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.566
SUBAREA LOSS RATE DATA(AMC III):
do DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 8.70 0.80 0.100 52
NATURAL FAIR COVER
"OPEN BRUSH" A 2.90 0.61 1.000 66
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.66
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.325
SUBAREA AREA(ACRES) = 11.60 SUBAREA RUNOFF(CFS) = 45.44
EFFECTIVE AREA(ACRES) = 28.40 AREA - AVERAGED Fm(INCH /HR) = 0.19
AREA- AVERAGED Fp(INCH /HR) = 0.67 AREA- AVERAGED Ap = 0.28
w TOTAL AREA(ACRES) = 28.40 PEAK FLOW RATE(CFS) = 111.89
FLOW PROCESS FROM NODE 21.40 TO NODE 21.50 IS CODE = 31
ww --------------------------- -------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
o' »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
�* ELEVATION DATA: UPSTREAM(FEET) = 1913.00 DOWNSTREAM(FEET) = 1884.00
FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 20.39
w ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 111.89
PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 10.31
LONGEST FLOWPATH FROM NODE 21.10 TO NODE 21.50 = 2380.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 21.50 TO NODE 21.50 IS CODE = 81
----------------------------------------------------------------------------
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 10.31
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.401
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
O' LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 17.50 0.80 0.100 52
*� NATURAL FAIR COVER
"OPEN BRUSH" A 6.60 0.61 1.000 66
COMMERCIAL A 17.40 0.80 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.68
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.243
SUBAREA AREA(ACRES) = 41.50 SUBAREA RUNOFF(CFS) = 158.24
go EFFECTIVE AREA(ACRES) = 69.90 AREA - AVERAGED Fm(INCH /HR) = 0.17
AREA- AVERAGED Fp(INCH /HR) = 0.67 AREA- AVERAGED Ap = 0.26
an TOTAL AREA(ACRES) = 69.90 PEAK FLOW RATE(CFS) = 265.91
as ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 21.50 TO NODE 21.55 IS CODE = 31
AIM-------------------------- --------------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
awn ELEVATION DATA: UPSTREAM(FEET) = 1884.00 DOWNSTREAM(FEET) = 1864.00
FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 21.49
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 265.91
a PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 10.93
LONGEST FLOWPATH FROM NODE 21.10 TO NODE 21.55 = 3180.00 FEET.
40
go
,� 05/09/07 Q -10
L,
w
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 21.55 TO NODE 21.55 IS CODE = 81
----------------------------------------------------------------------------
ww » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 10.93
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.250
e� SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
err LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
s "8 -10 DWELLINGS /ACRE" A 7.20 0.80 0.400 52
CONDOMINIUMS A 10.30 0.80 0.350 52
a' PUBLIC PARK A 0.52 0.80 0.850 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
ow. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.384
SUBAREA AREA(ACRES) = 18.02 SUBAREA RUNOFF(CFS) = 63.96
No EFFECTIVE AREA(ACRES) = 87.92 AREA - AVERAGED Fm(INCH /HR) = 0.20
AREA - AVERAGED Fp(INCH /HR) = 0.71 AREA- AVERAGED Ap = 0.29
TOTAL AREA(ACRES) = 87.92 PEAK FLOW RATE(CFS) = 320.33
FLOW PROCESS FROM NODE 21.55 TO NODE 21.60 IS CODE = 31
----------------------------------------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
w"' ELEVATION DATA: UPSTREAM(FEET) = 1864.00 DOWNSTREAM(FEET) = 1834.00
FLOW LENGTH(FEET) = 850.00 MANNING'S N = 0.013
a ' DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.7 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 25.58
"" ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 320.33
w ' PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 11.49
LONGEST FLOWPATH FROM NODE 21.10 TO NODE 21.60 = 4030.00 FEET.
w
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
aw FLOW PROCESS FROM NODE 21.60 TO NODE 21.60 IS CODE = 81
----------------------------------------------------------------------------
"" »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
No MAINLINE Tc(MIN) = 11.49
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.125
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
OR "8 -10 DWELLINGS /ACRE" A 5.80 0.80 0.400 52
CONDOMINIUMS A 7.30 0.80 0.350 52 _
PUBLIC PARK A 2.80 0.80 0.850 52
CONDOMINIUMS A 9.30 0.80 0.350 52
w111 PUBLIC PARK A 0.78 0.80 0.850 52
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 8.50 0.80 0.500 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.447
SUBAREA AREA(ACRES) = 34.48 SUBAREA RUNOFF(CFS) = 116.97
EFFECTIVE AREA(ACRES) = 122.40 AREA - AVERAGED Fm(INCH /HR) = 0.24
AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.33
4" TOTAL AREA(ACRES) = 122.40 PEAK FLOW RATE(CFS) = 427.48
FLOW PROCESS FROM NODE 21.60 TO NODE 21.00 IS CODE = 31
, 05/09/07
Q -11
1--1
qtr
7
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
fa »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
---------------------
am ELEVATION DATA: UPSTREAM(FEET) = 1834.00 DOWNSTREAM(FEET) = 1792.00
FLOW LENGTH(FEET) = 1090.00 MANNING'S N = 0.013
to DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 27.96
w. ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 427.48
w PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 12.14
LONGEST FLOWPATH FROM NODE 21.10 TO NODE 21.00 = 5120.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 11
----------------------------------------------------------------------------
w » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY««<
w
** MAIN STREAM CONFLUENCE DATA **
w STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
w 1 427.48 12.14 3.991 0.74( 0.24) 0.33 122.4 21.10
LONGEST FLOWPATH FROM NODE 21.10 TO NODE 21.00 = 5120.00 FEET.
On
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
* 1 889.73 17.14 3.245 0.74( 0.23) 0.31 322.0 10.00
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 8370.00 FEET.
rw
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
1 1213.39 12.14 3.991 0.74( 0.23) 0.31 350.5 21.10
2 1232.06 17.14 3.245 0.74( 0.23) 0.31 444.4 10.00
■" TOTAL AREA(ACRES) = 444.44
r " COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1232.06 Tc(MIN.) = 17.136
EFFECTIVE AREA(ACRES) = 444.44 AREA - AVERAGED Fm(INCH /HR) = 0.23
AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.31
Aw TOTAL AREA(ACRES) = 444.44
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 8370.00 FEET.
w
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 12
----------------------------------------------------------------------------
IwR »»>CLEAR MEMORY BANK # 1 ««<
---------------------------- - - - - -- _
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Awl FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1792.00 DOWNSTREAM(FEET) = 1789.00
to FLOW LENGTH(FEET) = 420.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 120.0 INCH PIPE IS 89.4 INCHES
w PIPE -FLOW VELOCITY(FEET /SEC.) = 19.64
ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1232.06
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 17.49
11111
m
w 05/09/07 Q -12
r
as LONGEST FLOWPATH FROM NODE 10.00 TO NODE 22.00 = 8790.00 FEET.
FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 17.49
s * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.205
SUBAREA LOSS RATE DATA(AMC III):
Ar DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
CONDOMINIUMS A 9.90 0.80 0.350 52
CONDOMINIUMS A 6.60 0.80 0.350 52
few PUBLIC PARK A 4.70 0.80 0.850 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.461
SUBAREA AREA(ACRES) = 21.20 SUBAREA RUNOFF(CFS) = 54.16
a ' EFFECTIVE AREA(ACRES) = 465.64 AREA - AVERAGED Fm(INCH /HR) = 0.24
AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.32
on TOTAL AREA(ACRES) = 465.64 PEAK FLOW RATE(CFS) = 1243.71
FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31
----------------------------------------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1789.00 DOWNSTREAM(FEET) = 1780.00
FLOW LENGTH(FEET) = 680.00 MANNING'S N = 0.013
A� DEPTH OF FLOW IN 108.0 INCH PIPE IS 79.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 24.86
w " ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1243.71
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 17.95
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 23.00 = 9470.00 FEET.
r+
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
bw FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81
----------------------------------------------------------------------------
On »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
---------------------------------
�" MAINLINE Tc(MIN) = 17.95
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.156
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
PUBLIC PARK A 5.80 0.80 0.850 52
CONDOMINIUMS A 7.80 0.80 0.350 52
to CONDOMINIUMS A 9.20 0.80 0.350 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.477
SUBAREA AREA(ACRES) = 22.80 SUBAREA RUNOFF(CFS) = 56.97
EFFECTIVE AREA(ACRES) = 488.44 AREA - AVERAGED Fm(INCH /HR) = 0.24
AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.33
TOTAL AREA(ACRES) = 488.44 PEAK FLOW RATE(CFS) = 1280.11
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1780.00 DOWNSTREAM(FEET) = 1767.00
4m
m
. 05/09/07 Q -13
No
D
Ale1 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 108.0 INCH PIPE IS 78.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 25.92
ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1
!�A PIPE- FLOW(CFS) = 1280.11
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 18.53
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 24.00 = 10370.00 FEET.
FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 1
------------------- ---------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
ow CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.53
RAINFALL INTENSITY(INCH /HR) = 3.10
AREA - AVERAGED Fm(INCH /HR) = 0.24
AREA- AVERAGED Fp(INCH /HR) = 0.75
AREA- AVERAGED Ap = 0.33
EFFECTIVE STREAM AREA(ACRES) = 488.44
TOTAL STREAM AREA(ACRES) = 488.44
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1280.11
FLOW PROCESS FROM NODE 24.10 TO NODE 24.20 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS
>>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
--------------------- - - - - -- -
r INITIAL SUBAREA FLOW- LENGTH(FEET) 685.00
ELEVATION DATA: UPSTREAM(FEET) = 1895.00 DOWNSTREAM(FEET) = 1870.00
w.
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.648
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.085
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.)
NATURAL FAIR COVER
"OPEN BRUSH" A 5.00 0.61 1.000 66 18.65
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.61
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 11.12
TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 11.12
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 24.20 TO NODE 24.30 IS CODE = 52
ON----------------------------- -----------------------------------------------
» »>COMPUTE NATURAL VALLEY CHANNEL FLOW««<
to » »>TRAVELTIME THRU SUBAREA««<
--------- - - - - --
00 ELEVATION DATA: UPSTREAM(FEET) = 1870.00 DOWNSTREAM(FEET) = 1830.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 1330.00 CHANNEL SLOPE = 0.0301
CHANNEL FLOW THRU SUBAREA(CFS) = 11.12
FLOW VELOCITY(FEET /SEC) = 4.45 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL)
40 TRAVEL TIME(MIN.) = 4.98 Tc(MIN.) = 23.63
LONGEST FLOWPATH FROM NODE 24.10 TO NODE 24.30 = 2015.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
so FLOW PROCESS FROM NODE 24.30 TO NODE 24.30 IS CODE = 81
----------------------------------------------------------------------------
w »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
4m
as
an 05/09/07 Q -14
to
is
MAINLINE Tc(MIN) = 23.63
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.676
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
so LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
NATURAL FAIR COVER
w "OPEN BRUSH" A 9.20 0.61 1.000 66
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.61
'o SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 17.08
EFFECTIVE AREA(ACRES) = 14.20 AREA - AVERAGED Fm(INCH /HR) = 0.61
AREA - AVERAGED Fp(INCH /HR) = 0.61 AREA- AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 14.20 PEAK FLOW RATE(CFS) = 26.36
FLOW PROCESS FROM NODE 24.30 TO NODE 24.00 IS CODE = 52
pm ----------------------------------------------------------------------------
» »> COMPUTE NATURAL VALLEY CHANNEL FLOW««<
No »» >TRAVELTIME THRU SUBAREA««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
000 ELEVATION DATA: UPSTREAM(FEET) = 1830.00 DOWNSTREAM(FEET) = 1787.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL SLOPE = 0.0307
ar CHANNEL FLOW THRU SUBAREA(CFS) = 26.36
FLOW VELOCITY(FEET /SEC) = 5.66 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 4.12 Tc(MIN.) = 27.75
+rr
LONGEST FLOWPATH FROM NODE 24.10 TO NODE 24.00 = 3415.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
w.. FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81
----------------------------------------------------------------------------
r »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
�.. MAINLINE Tc(MIN) = 27.75
w * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.430
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
.. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
NATURAL FAIR COVER
r "OPEN BRUSH" A 11.20 0.61 1.000 66
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.61
mm SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
Mr SUBAREA AREA(ACRES) = 11.20 SUBAREA RUNOFF(CFS) = 18.31
EFFECTIVE AREA(ACRES) = 25.40 AREA - AVERAGED Fm(INCH /HR) = 0.61
AREA- AVERAGED Fp(INCH /HR) = 0.61 AREA- AVERAGED Ap = 1.00
a TOTAL AREA(ACRES) = 25.40 PEAK FLOW RATE(CFS) = 41.52
FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 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.) = 27.75
RAINFALL INTENSITY(INCH /HR) = 2.43
40 AREA - AVERAGED Fm(INCH /HR) = 0.61
AREA - AVERAGED Fp(INCH /HR) = 0.61
AREA - AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 25.40
TOTAL STREAM AREA(ACRES) = 25.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.52
w
10
** CONFLUENCE DATA **
am 05/09/07
Q -15
w
ON
r
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
1 1274.77 13.53 3.740 0.75( 0.25) 0.33 394.5 21.10
1 1280.11 18.53 3.097 0.75( 0.24) 0.33 488.4 10.00
40 2 41.52 27.75 2.430 0.61( 0.61) 1.00 25.4 24.10
r RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
w
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
*�+ 1 1309.60 13.53 3.740 0.74( 0.26) 0.35 406.9 21.10
2 1318.01 18.53 3.097 0.73( 0.26) 0.35 505.4 10.00
3 1022.53 27.75 2.430 0.73( 0.26) 0.36 513.8 24.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1318.01 Tc(MIN.) = 18.53
r' EFFECTIVE AREA(ACRES) = 505.40 AREA - AVERAGED Fm(INCH /HR) = 0.26
AREA- AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.35
TOTAL AREA(ACRES) = 513.84
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 24.00 = 10370.00 FEET.
Wrr
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1767.00 DOWNSTREAM(FEET) = 1763.00
bw FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 126.0 INCH PIPE IS 94.2 INCHES
"" PIPE -FLOW VELOCITY(FEET /SEC.) = 18.99
ESTIMATED PIPE DIAMETER(INCH) = 126.00 NUMBER OF PIPES = 1
ar PIPE- FLOW(CFS) = 1318.01
PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 19.09
"" LONGEST FLOWPATH FROM NODE 10.00 TO NODE 25.00 = 11010.00 FEET.
FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
w CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
dw TIME OF CONCENTRATION(MIN.) = 19.09
RAINFALL INTENSITY(INCH /HR) = 3.04
AREA - AVERAGED Fm(INCH /HR) = 0.26
AREA- AVERAGED Fp(INCH /HR) = 0.73
AREA- AVERAGED Ap = 0.35
is EFFECTIVE STREAM AREA(ACRES) = 505.40
TOTAL STREAM AREA(ACRES) = 513.84
40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1318.01
FLOW PROCESS FROM NODE 25.10 TO NODE 25.20 IS CODE = 21
40 ----------------------------------------------------------------------------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
w >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
am INITIAL SUBAREA FLOW- LENGTH(FEET) = 720.00
as ELEVATION DATA: UPSTREAM(FEET) = 1895.00 DOWNSTREAM(FEET) = 1868.00
on
sw
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20
, 05/09/07
Q -16
,rr
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.944
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.840
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.)
PUBLIC PARK A 6.80 0.80 0.850 52 12.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA RUNOFF(CFS) = 19.36
TOTAL AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) = 19.36
wr
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 25.20 TO NODE 25.30 IS CODE = 62
----------------------------------------------------------------------------
bw »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»» >( STREET TABLE SECTION # 1 USED) ««<
on
UPSTREAM ELEVATION(FEET) = 1868.00 DOWNSTREAM ELEVATION(FEET) = 1848.00
STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
aw
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00
rr INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
om
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
ON STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
mm Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
um * * TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 36.00
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
pm STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 17.68
Yrs AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.57
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.59
STREET FLOW TRAVEL TIME(MIN.) = 1.89 Tc(MIN.) = 14.83
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.539
w SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
PUBLIC PARK A 12.90 0.80 0.850 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 33.23
EFFECTIVE AREA(ACRES) = 19.70 AREA - AVERAGED Fm(INCH /HR) = 0.68
AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.85
TOTAL AREA(ACRES) = 19.70 PEAK FLOW RATE(CFS) = 50.75
g
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 18.36
FLOW VELOCITY(FEET /SEC.) = 6.35 DEPTH *VELOCITY(FT *FT /SEC.) = 3.22
an LONGEST FLOWPATH FROM NODE 25.10 TO NODE 25.30 = 1350.00 FEET.
FLOW PROCESS FROM NODE 25.30 TO NODE 25.40 IS CODE = 31
.No ----------------------------------------------------------------------------
»>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
im »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1842.00 DOWNSTREAM (FEET) = 1834.00
FLOW LENGTH(FEET) = 995.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 9.29
Illp
1W
a^ 05/09/07 Q-17
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 50.75
PIPE TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 16.62
LONGEST FLOWPATH FROM NODE 25.10 TO NODE 25.40 = 2345.00 FEET.
11w
FLOW PROCESS FROM NODE 25.40 TO NODE 25.40 IS CODE = 81
----------------------------------------------------------------------------
1w » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
------------------
!rr MAINLINE Tc(MIN) = 16.62
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.306
ma SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
PUBLIC PARK A 26.80 0.80 0.850 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 26.80 SUBAREA RUNOFF(CFS) = 63.42
EFFECTIVE AREA(ACRES) = 46.50 AREA - AVERAGED Fm(INCH /HR) = 0.68
AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.85
TOTAL AREA(ACRES) = 46.50 PEAK FLOW RATE(CFS) = 110.03
it
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 25.40 TO NODE 25.50 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1834.00 DOWNSTREAM(FEET) = 1814.00
Ilr FLOW LENGTH(FEET) = 690.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.3 INCHES
•"' PIPE -FLOW VELOCITY(FEET /SEC.) = 17.85
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 110.03
PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 17.26
LONGEST FLOWPATH FROM NODE 25.10 TO NODE 25.50 = 3035.00 FEET.
FLOW PROCESS FROM NODE 25.50 TO NODE 25.50 IS CODE = 81
------------------------------------------------------------- ---------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW
MAINLINE Tc(MIN) = 17.26
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.231
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
II11�
RESIDENTIAL
"11+ DWELLINGS /ACRE" A 14.30 0.80 0.200 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
11111 SUBAREA AREA(ACRES) = 14.30 SUBAREA RUNOFF(CFS) = 39.54
EFFECTIVE AREA(ACRES) = 60.80 AREA - AVERAGED Fm(INCH /HR) = 0.55
AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.70
TOTAL AREA(ACRES) = 60.80 PEAK FLOW RATE(CFS) = 146.45
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 25.50 TO NODE 25.60 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1814.00 DOWNSTREAM(FEET) = 1794.00
X11
05/09/07 Q -18
m
on FLOW LENGTH(FEET) = 880.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 34.1 INCHES
to PIPE -FLOW VELOCITY(FEET /SEC.) = 17.52
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 146.45
PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 18.10
LONGEST FLOWPATH FROM NODE 25.10 TO NODE 25.60 = 3915.00 FEET.
FLOW PROCESS FROM NODE 25.60 TO NODE 25.60 IS CODE = 81
r+ ----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
Yw ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 25.60 TO NODE 25.00 IS CODE = 31
----------------------------------------------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1794.00 DOWNSTREAM(FEET) = 1763.00
FLOW LENGTH(FEET) = 960.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 22.47
■"' ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 213.67
PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 18.81
LONGEST FLOWPATH FROM NODE 25.10 TO NODE 25.00 = 4875.00 FEET.
I�1
11A
40
a
4w
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 18.81
RAINFALL INTENSITY(INCH /HR) = 3.07
AREA - AVERAGED Fm(INCH /HR) = 0.41
AREA- AVERAGED Fp(INCH /HR) = 0.80
AREA- AVERAGED Ap = 0.52
EFFECTIVE STREAM AREA(ACRES) = 87.00
TOTAL STREAM AREA(ACRES) = 87.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 213.67
** CONFLUENCE D.
STREAM Q
NUMBER (CFS)
1 1309.60
1 1318.01
1 1022.53
kTA * *
Tc Intensity Fp(Fm)
(MIN.) (INCH /HR) (INCH /HR)
14.09 3.649 0.74( 0.26)
19.09 3.042 0.73( 0.26)
28.35 2.399 0.73( 0.26)
Ap Ae HEADWATER
(ACRES) NODE
0.35 406.9 21.10
0.35 505.4 10.00
0.36 513.8 24.10
A. 05/09/07
Q -19
MAINLINE Tc(MIN) = 18.10
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.141
SUBAREA LOSS RATE DATA(AMC III):
,ww
DEVELOPMENT TYPE/ SCS SOIL
AREA Fp Ap
SCS
LAND USE GROUP
(ACRES) (INCH /HR) (DECIMAL)
CN
ksw
COMMERCIAL A
26.20 0.80 0.100
52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
ow
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 26.20
SUBAREA RUNOFF(CFS) = 72.18
r "'
EFFECTIVE AREA(ACRES) = 87.00
AREA - AVERAGED Fm(INCH /HR)
= 0.41
AREA - AVERAGED Fp(INCH /HR) = 0.80
AREA - AVERAGED Ap = 0.52
ow
TOTAL AREA(ACRES) = 87.00
PEAK FLOW RATE(CFS) =
213.67
Yw ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 25.60 TO NODE 25.00 IS CODE = 31
----------------------------------------------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1794.00 DOWNSTREAM(FEET) = 1763.00
FLOW LENGTH(FEET) = 960.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 22.47
■"' ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 213.67
PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 18.81
LONGEST FLOWPATH FROM NODE 25.10 TO NODE 25.00 = 4875.00 FEET.
I�1
11A
40
a
4w
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 18.81
RAINFALL INTENSITY(INCH /HR) = 3.07
AREA - AVERAGED Fm(INCH /HR) = 0.41
AREA- AVERAGED Fp(INCH /HR) = 0.80
AREA- AVERAGED Ap = 0.52
EFFECTIVE STREAM AREA(ACRES) = 87.00
TOTAL STREAM AREA(ACRES) = 87.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 213.67
** CONFLUENCE D.
STREAM Q
NUMBER (CFS)
1 1309.60
1 1318.01
1 1022.53
kTA * *
Tc Intensity Fp(Fm)
(MIN.) (INCH /HR) (INCH /HR)
14.09 3.649 0.74( 0.26)
19.09 3.042 0.73( 0.26)
28.35 2.399 0.73( 0.26)
Ap Ae HEADWATER
(ACRES) NODE
0.35 406.9 21.10
0.35 505.4 10.00
0.36 513.8 24.10
A. 05/09/07
Q -19
4m
go
w 2 213.67 18.81 3.069 0.80( 0.41) 0.52 87.0 25.10
to RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
IAlI
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
sw 1 1504.66 14.09 3.649 0.75( 0.28) 0.38 472.0 21.10
2 1531.21 18.81 3.069 0.75( 0.28) 0.37 586.9 25.10
r. 3 1529.51 19.09 3.042 0.75( 0.28) 0.37 592.4 10.00
4 1182.37 28.35 2.399 0.74( 0.28) 0.38 600.8 24.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
a' PEAK FLOW RATE(CFS) = 1531.21 Tc(MIN.) = 18.81
EFFECTIVE AREA(ACRES) = 586.89 AREA - AVERAGED Fm(INCH /HR) = 0.28
u. AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.37
TOTAL AREA(ACRES) = 600.84
aw LONGEST FLOWPATH FROM NODE 10.00 TO NODE 25.00 = 11010.00 FEET.
FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31
■ ----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
.� »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
--------------------
rr ELEVATION DATA: UPSTREAM(FEET) = 1763.00 DOWNSTREAM(FEET) = 1753.00
FLOW LENGTH(FEET) = 870.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 120.0 INCH PIPE IS 87.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 24.85
rW ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1531.21
+■" PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 19.39
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 26.00 = 11880.00 FEET.
Yri
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
om FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81
----------------------------------------------------------------------------
�"' » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 19.39
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.013
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
IIIIA LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 49.70 0.80 0.100 52
a SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
#111 SUBAREA AREA(ACRES) = 49.70 SUBAREA RUNOFF(CFS) = 131.21
EFFECTIVE AREA(ACRES) = 636.59 AREA - AVERAGED Fm(INCH /HR) = 0.26
to AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.35
TOTAL AREA(ACRES) = 650.54 PEAK FLOW RATE(CFS) = 1574.91
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 71
----------------------------------------------------------------------------
w� » »>PEAK FLOW RATE ESTIMATOR CHANGED TO UNIT - HYDROGRAPH METHOD««<
»»>USING TIME -OF- CONCENTRATION OF LONGEST FLOWPATH««<
UNIT - HYDROGRAPH DATA:
go RAINFALL(INCH): 5M= 0.48;30M= 1.10;1H= 1.53;3H= 3.00;6H= 4.60;24H =11.00
S- GRAPH: VALLEY( DEV. ) = 100.0 %;VALLEY(UNDEV.) /DESERT= 0.0%
as MOUNTAIN= 0.0 %;FOOTHILL= 0.0 % ;DESERT(UNDEV.)= 0.0%
Tc(HR) = 0.32; LAG(HR) = 0.26; Fm(INCH /HR) = 0.27; Ybar = 0.21
s
" 05/09/07
Q -20
w
r
w�
USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION.
DEPTH -AREA FACTORS: 5M = 0.97; 30M = 0.97; 1HR = 0.97;
3HR = 1.00; 6HR = 1.00; 24HR= 1.00
UNIT- INTERVAL(MIN) = 5.00 TOTAL AREA(ACRES) = 650.54
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 26.00 = 11880.00 FEET.
EQUIVALENT BASIN FACTOR APPROXIMATIONS:
Lca /L= 0.3,n= .0220; Lca /L= 0.4,n= .0197; Lca /L= 0.5,n= .0181;Lca /L =0.6,n =. 0169
TIME OF PEAK FLOW(HR) = 16.33 RUNOFF VOLUME(AF) = 477.36
UNIT- HYDROGRAPH METHOD PEAK FLOW RATE(CFS) = 1520.13
TOTAL PEAK FLOW RATE(CFS) = 1520.13 (SOURCE FLOW INCLUDED)
RATIONAL METHOD PEAK FLOW RATE(CFS) = 1574.91
(UPSTREAM NODE PEAK FLOW RATE(CFS) = 1574.91)
PEAK FLOW RATE(CFS) USED = 1574.91
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
---------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1753.00 DOWNSTREAM(FEET) = 1737.00
FLOW LENGTH(FEET) = 890.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 108.0 INCH PIPE IS 85.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 29.22
ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1574.91
PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 19.90
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 27.00 = 12770.00 FEET.
no
_ ---- - - - - -+
a ' I SOURCE HYDROLOGY DATA BELOW FROM S.B. CO /BOYLE CACLULATIONS FOR LINE A -4 I
I (AS INCLUDED IN AEI -CASC /HAWKER - CRAWFORD CHANNEL STUDY) I
I SEE EXCERPTS IN SECTION E OF THIS STUDY
irr
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 16
----------------------------------------------------------------------------
»»>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE««<
USER - SPECIFIED CONSTANT SOURCE FLOW = 1201.00(CFS)
USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 577.00(ACRES)
* CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 1201.00 AREA(AC.) = 577.00
* SUMMED DATA: FLOW(CFS) = 2775.91 TOTAL AREA(ACRES) = 1227.54
A111
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
io FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 31
----------------------------------------------------------------------------
on »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1737.00 DOWNSTREAM(FEET) = 1722.00
qm FLOW LENGTH(FEET) = 1920.00 MANNING'S N = 0.013
ASSUME FULL - FLOWING PIPELINE
IN PIPE -FLOW VELOCITY(FEET /SEC.) = 25.32
ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 2
4m PIPE- FLOW(CFS) = 2775.91
wo PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 21.16
* TOTAL SOURCE FLOW(CFS) = 1201.00
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 28.00 = 14690.00 FEET.
on
END OF STUDY SUMMARY: -
TOTAL AREA(ACRES) - 650.54 TC(MIN.) = 21.16
AREA - AVERAGED Fm(INCH /HR)= 0.27 Ybar = 0.21
05/09/07 Q-21
W
414
aw
am
aw
am
No
an
do
I
I
4m
low
4m
dw
PEAK FLOW RATE(CFS) = 1574.91
• CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 1201.00 AREA(AC.) = 577.00
• SUMMED DATA: FLOW(CFS) = 2775.91 TOTAL AREA(ACRES) = 1227.54
--------------- --
END OF INTEGRATED RATIONAL/UNIT-HYDROGRAPH METHOD ANALYSIS
05/09/07
Q-22
+rr
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983 -2005 Advanced Engineering Software (aes)
Ver. 11.0 Release Date: 06/01/2005 License ID 1584
or
Analysis prepared by:
rw
Encompass Associates, Inc.
5699 Cousins Place
Rancho Cucamonga, CA 91737
909- 684 -0093 askeers @encompasscivil.com
aw * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
• NORTH FONTANA SP - MASTER PLAN OF STORM DRAINAGE
* 100 -YEAR HYDROLOGY
• LINE B (SUMMIT AVENUE) - ADJUSTED DUE TO LOSS OF CASA GRANDE LINE
rr' ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
•. 05/09/07 Q -23
AN
FILE NAME: NFONB.DAT
TIME /DATE OF STUDY: 11:27 04/17/2007
r.r
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
vr
-- *TIME -OF- CONCENTRATION MODEL*- -
USER SPECIFIED STORM EVENT(YEAR) = 100.00
..
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.95
*USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
....
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) =
0.6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5300
%W
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW
MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE
FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT)
(n)
am
1 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110
0.0150
go
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
we
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S)
err
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
go
*USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
40
UNIT - HYDROGRAPH MODEL SELECTIONS /PARAMETERS:
WATERSHED LAG = 0.80 * Tc
4W
VALLEY(DEVELOPED) S -GRAPH USED.
SIERRA MADRE DEPTH -AREA FACTORS USED.
4 '
AREA- AVERAGED
DURATION RAINFALL(INCH)
to
5- MINUTES 0.48
30- MINUTES 1.10
'n
1 -HOUR 1.53
do
3 -HOUR 3.00
6 -HOUR 4.60
24 -HOUR 11.00
mw
•. 05/09/07 Q -23
AN
rr
Mfr *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR UNIT HYDROGRAPH METHOD*
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
�* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW- LENGTH(FEET) = 960.00
ELEVATION DATA: UPSTREAM(FEET) = 1811.00 DOWNSTREAM(FEET) = 1809.00
"" Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.294
%W * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.345
SUBAREA Tc AND LOSS RATE DATA(AMC III):
"m DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.)
um COMMERCIAL A 7.90 0.80 0.100 52 16.29
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
pm SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 23.22
rr+ TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) = 23.22
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 61
■rr
----------------------------------------------------------------------------
» »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»> (STANDARD CURB SECTION USED) ««<
------ ------------------------- - - - - -- --------------------------------------
w UPSTREAM ELEVATION(FEET) = 1808.00 DOWNSTREAM ELEVATION(FEET) = 1798.00
STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.22
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 19.54
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.79
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.18
STREET FLOW TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 17.27
to * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.230
SUBAREA LOSS RATE DATA(AMC III):
Mw DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
go COMMERCIAL A 0.00 0.80 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
ills SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 7.90 AREA - AVERAGED Fm(INCH /HR) = 0.08
AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10
sm TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) = 23.22
to NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:
40
•
"a 05/09/07 Q -24
ii
40
Aw DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 19.54
FLOW VELOCITY(FEET /SEC.) = 5.79 DEPTH *VELOCITY(FT *FT /SEC.) = 3.18
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1300.00 FEET.
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81
----------------------------------------------------------------------------
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 17.27
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.230
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 7.80 0.80 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 7.80 SUBAREA RUNOFF(CFS) = 22.11
r "' EFFECTIVE AREA(ACRES) = 15.70 AREA - AVERAGED Fm(INCH /HR) = 0.08
AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10
sm TOTAL AREA(ACRES) = 15.70 PEAK FLOW RATE(CFS) = 44.51
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31
..' ----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
rr » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
" ELEVATION DATA: UPSTREAM(FEET) = 1790.00 DOWNSTREAM(FEET) = 1770.00
FLOW LENGTH(FEET) = 715.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.7 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 14.33
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 44.51
PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 18.10
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 2015.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
�r FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81
----------------------------------------------------------------------------
!� »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 18.10
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.140
40 SUBAREA LOSS RATE DATA(AMC III):
10 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 15.20 0.80 0.100 52
40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) = 41.86
EFFECTIVE AREA(ACRES) = 30.90 AREA - AVERAGED Fm(INCH /HR) = 0.08
AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 30.90 PEAK FLOW RATE(CFS) = 85.11
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
40 FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81
----------------------------------------------------------------------------
No »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
4 m MAINLINE Tc(MIN) = 18.10
is * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.140
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
qw
w
,,. 05/09/07 Q -25
e_ -i
+rr
9A11 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 11.90 0.80 0.500 52
RESIDENTIAL
"8 -10 DWELLINGS /ACRE" A 10.10 0.80 0.400 52
PUBLIC PARK A 0.75 0.80 0.850 52
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 14.70 0.80 0.500 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.480
lo' SUBAREA AREA(ACRES) = 37.45 SUBAREA RUNOFF(CFS) = 92.95
EFFECTIVE AREA(ACRES) = 68.35 AREA - AVERAGED Fm(INCH /HR) = 0.25
sm AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.31
TOTAL AREA(ACRES) = 68.35 PEAK FLOW RATE(CFS) = 178.06
Mr
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
o FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31
----------------------------------------------------------------------------
um »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
-----------------
wr ELEVATION DATA: UPSTREAM(FEET) = 1770.00 DOWNSTREAM(FEET) = 1748.00
FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.9 INCHES
AM PIPE -FLOW VELOCITY(FEET /SEC.) = 21.38
wr ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 178.06
PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 18.61
w. LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 2665.00 FEET.
aw
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81
w..
----------------------------------------------------------------------------
wr
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 18.61
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.088
�w SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
..� COMMERCIAL A 12.60 0.80 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 34.12
EFFECTIVE AREA(ACRES) = 80.95 AREA - AVERAGED Fm(INCH /HR) = 0.22
low AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.28
TOTAL AREA(ACRES) = 80.95 PEAK FLOW RATE(CFS) = 209.01
FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
40 » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1748.00 DOWNSTREAM(FEET) = 1730.00
FLOW LENGTH(FEET) = 610.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 21.56
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 209.01
40 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 19.08
to LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 3275.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
as
*w 05/09/07 Q -26
rr
go
0
4ft FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81
----------------------------------------------------------------------------
10 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
"A
MAINLINE Tc(MIN) = 19.08
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.042
No
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
an
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL)
CN
COMMERCIAL A 13.70 0.80 0.100
52
to
NATURAL FAIR COVER
"OPEN BRUSH" A 19.20 0.61 1.000
66
go
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.63
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.625
err
SUBAREA AREA(ACRES) = 32.90 SUBAREA RUNOFF(CFS) = 78.49
EFFECTIVE AREA(ACRES) = 113.85 AREA - AVERAGED Fm(INCH /HR)
= 0.27
AREA- AVERAGED Fp(INCH /HR) = 0.71 AREA- AVERAGED Ap = 0.38
TOTAL AREA(ACRES) = 113.85 PEAK FLOW RATE(CFS) =
284.14
rr
********************************************* * * * * * * * * * * * * * * * * * * *
* * * * * * * * * * **
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE =
81
�r
----------------------------------------------------------------------------
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
-----------------
MAINLINE Tc(MIN) = 19.08
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.042
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL)
CN
RESIDENTIAL
rr+
"11+ DWELLINGS /ACRE" A 9.70 0.80 0.200
52
RESIDENTIAL
"3 -4 DWELLINGS /ACRE" A 12.70 0.80 0.600
52
PUBLIC PARK A 0.75 0.80 0.850
52
err
CONDOMINIUMS A 11.30 0.80 0.350
52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.411
SUBAREA AREA(ACRES) = 34.45 SUBAREA RUNOFF(CFS) = 84.19
r
EFFECTIVE AREA(ACRES) = 148.30 AREA - AVERAGED Fm(INCH /HR)
= 0.28
AREA - AVERAGED Fp(INCH /HR) = 0.73 AREA - AVERAGED Ap = 0.38
TOTAL AREA(ACRES) = 148.30 PEAK FLOW RATE(CFS) =
368.33
FLOW PROCESS FROM NODE 105.00 TO NODE 406.11 IS CODE = 31
44 ----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1730.00 DOWNSTREAM(FEET) = 1703.50
FLOW LENGTH(FEET) = 980.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 24.00
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 368.33
PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 19.76
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 406.11 = 4255.00 FEET.
40
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
dig FLOW PROCESS FROM NODE 406.11 TO NODE 406.11 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 19.76
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.979
w
an 05/09/07
Q -27
ON
O
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 15.00 0.80 0.100 52
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 32.60 0.80 0.500 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.374
SUBAREA AREA(ACRES) = 47.60 SUBAREA RUNOFF(CFS) = 114.87
EFFECTIVE AREA(ACRES) = 195.90 AREA - AVERAGED Fm(INCH /HR) = 0.29
AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.38
TOTAL AREA(ACRES) = 195.90 PEAK FLOW RATE(CFS) = 474.75
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
it FLOW PROCESS FROM NODE 406.11 TO NODE 406.10 IS CODE = 31
----------------------------------------------------------------------------
""" »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
no
ELEVATION DATA: UPSTREAM(FEET) = 1703.50 DOWNSTREAM(FEET) = 1693.00
' FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.9 INCHES
Wrr PIPE -FLOW VELOCITY(FEET /SEC.) = 26.32
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1
Oft PIPE- FLOW(CFS) = 474.75
No PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 19.98
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 406.10 = 4605.00 FEET.
am
wr
FLOW PROCESS FROM NODE 406.10 TO NODE 406.10 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
rr MAINLINE Tc(MIN) = 19.98
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.959
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
r
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
NATURAL FAIR COVER
"OPEN BRUSH" A 13.70 0.61 1.000 66
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.61
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 13.70 SUBAREA RUNOFF(CFS) = 28.92
EFFECTIVE AREA(ACRES) = 209.60 AREA - AVERAGED Fm(INCH /HR) = 0.31
4" AREA- AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.42
a TOTAL AREA(ACRES) = 209.60 PEAK FLOW RATE(CFS) = 500.16
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
'w FLOW PROCESS FROM NODE 406.10 TO NODE 408.10 IS CODE = 31
-_---------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
-------------------------------------------------
im ELEVATION DATA: UPSTREAM(FEET) = 1693.00 DOWNSTREAM(FEET) = 1651.00
FLOW LENGTH(FEET) = 1290.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.4 INCHES
ICU PIPE -FLOW VELOCITY(FEET /SEC.) = 27.44
to ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 500.16
PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 20.77
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 408.10 = 5895.00 FEET.
FLOW PROCESS FROM NODE 408.10 TO NODE 408.10 IS CODE = 81
AwR
m 05/09/07
Q -28
$0
w
40
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
lw
MAINLINE Tc(MIN) = 20.77
oft * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.892
SUBAREA LOSS RATE DATA(AMC III):
aw DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
'"" COMMERCIAL A 54.70 0.80 0.100 52
COMMERCIAL A 1.40 0.80 0.100 52
v " SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
#m SUBAREA AREA(ACRES) = 56.10 SUBAREA RUNOFF(CFS) = 141.98
EFFECTIVE AREA(ACRES) = 265.70 AREA - AVERAGED Fm(INCH /HR) = 0.26
ar AREA- AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.35
TOTAL AREA(ACRES) = 265.70 PEAK FLOW RATE(CFS) = 629.41
oft
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
tow FLOW PROCESS FROM NODE 408.10 TO NODE 409.11 IS CODE = 31
----------------------------------------------------------------------------
"" »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
Ur
------------ - - - - -- -
ELEVATION DATA: UPSTREAM(FEET) = 1651.00 DOWNSTREAM(FEET) = 1647.00
am FLOW LENGTH(FEET) = 862.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 102.0 INCH PIPE IS 74.5 INCHES
so PIPE -FLOW VELOCITY(FEET /SEC.) = 14.16
ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1
am PIPE- FLOW(CFS) = 629.41
PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 21.78
or LONGEST FLOWPATH FROM NODE 100.00 TO NODE 409.11 = 6757.00 FEET.
FLOW PROCESS FROM NODE 409.11 TO NODE 409.11 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 21.78
rr * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.810
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 23.30 0.80 0.500 52
NATURAL FAIR COVER
"OPEN BRUSH" A 9.90 0.61 1.000 66
COMMERCIAL A 0.60 0.80 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.71
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.639
SUBAREA AREA(ACRES) = 33.80 SUBAREA RUNOFF(CFS) = 71.62
EFFECTIVE AREA(ACRES) = 299.50 AREA - AVERAGED Fm(INCH /HR) = 0.28
AREA- AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.39
TOTAL AREA(ACRES) = 299.50 PEAK FLOW RATE(CFS) = 681.53
FLOW PROCESS FROM NODE 409.11 TO NODE 410.10 IS CODE = 31
----------------------------------------------------------------------------
go »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1647.00 DOWNSTREAM(FEET) = 1643.00
is FLOW LENGTH(FEET) = 825.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 102.0 INCH PIPE IS 78.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 14.57
so
I:7
„w 05/09/07
Q -29
m
m
O
w ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 681.53
No PIPE TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 22.73
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 410.10 = 7582.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
ow FLOW PROCESS FROM NODE 410.10 TO NODE 410.10 IS CODE = 81
----------------------------------------------------------------------------
'o »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
-------------------
to MAINLINE Tc(MIN) = 22.73
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.739
w SUBAREA LOSS RATE DATA(AMC III):
irr DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 28.80 0.80 0.500 52
COMMERCIAL A 0.80 0.80 0.100 52
Y�r SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.489
SUBAREA AREA(ACRES) = 29.60 SUBAREA RUNOFF(CFS) = 62.61
too EFFECTIVE AREA(ACRES) = 329.10 AREA - AVERAGED Fm(INCH /HR) = 0.29
AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.40
TOTAL AREA(ACRES) = 329.10 PEAK FLOW RATE(CFS) = 725.11
ss
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 410.10 TO NODE 411.10 IS CODE = 31
----------------------------------------------------------------------------
°D »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
ow
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1643.00 DOWNSTREAM(FEET) = 1639.00
w FLOW LENGTH(FEET) = 862.00 MANNING'S N = 0.013
low DEPTH OF FLOW IN 108.0 INCH PIPE IS 78.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 14.69
ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1
om PIPE- FLOW(CFS) = 725.11
gr PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 23.70
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 411.10 = 8444.00 FEET.
FLOW PROCESS FROM NODE 411.10 TO NODE 411.10 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 23.70
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.671
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 18.10 0.80 0.500 52
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 32.70 0.80 0.500 52
NATURAL FAIR COVER
"OPEN BRUSH" A 10.00 0.61 1.000 66
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 28.70 0.80 0.500 52
COMMERCIAL A 0.90 0.80 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.76
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.551
SUBAREA AREA(ACRES) = 90.40 SUBAREA RUNOFF(CFS) = 183.25
EFFECTIVE AREA(ACRES) = 419.50 AREA - AVERAGED Fm(INCH /HR) = 0.32
AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.43
40
E-1
w, 05/09/07
Q -30
rr
Mr
TOTAL AREA(ACRES) = 419.50 PEAK FLOW RATE(CFS) = 888.10
+--------------------------------------------------------------------- - - - - -+
SEE END OF STUDY FOR SEPARATE 'CYPRESS AVE' SYSTEM - NODE 1006 I
I COLLECTING RUNOFF FROM N10 CASA GRANDE, DIRECTED TOWARD
I THE SIERRA LAKES INFILTRATION SYSTEM I
- t ---------------------------------------------------------- ---- ------- - - - - -
FLOW PROCESS FROM NODE 411.10 TO NODE 416.11 IS CODE = 31
err ----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
b+ ELEVATION DATA: UPSTREAM(FEET) = 1639.00 DOWNSTREAM(FEET) = 1634.00
FLOW LENGTH(FEET) = 1040.00 MANNING'S N = 0.013
ON DEPTH OF FLOW IN 114.0 INCH PIPE IS 85.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 15.58
iu ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 888.10
ow PIPE TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 24.82
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 416.11 = 9484.00 FEET.
4r
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
ww FLOW PROCESS FROM NODE 416.11 TO NODE 416.11 IS CODE = 81
----------------------------------------------------------------------------
6r »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
------------------------------------------------------------
ww MAINLINE Tc(MIN) = 24.82
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.599
%lo SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
•f LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
aw "3 -4 DWELLINGS /ACRE" A 32.70 0.80 0.600 52
NATURAL FAIR COVER
om "OPEN BRUSH" A 10.00 0.61 1.000 66
RESIDENTIAL
aw "3 -4 DWELLINGS /ACRE" A 40.10 0.80 0.600 52
COMMERCIAL A 1.00 0.80 0.100 52
!w* SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.76
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.642
SUBAREA AREA(ACRES) = 83.80 SUBAREA RUNOFF(CFS) = 159.10
EFFECTIVE AREA(ACRES) = 503.30 AREA - AVERAGED Fm(INCH /HR) = 0.35
t1AA AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.46
TOTAL AREA(ACRES) = 503.30 PEAK FLOW RATE(CFS) = 1019.83
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 416.11 TO NODE 417.10 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1634.00 DOWNSTREAM(FEET) = 1626.00
FLOW LENGTH(FEET) = 1700.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 120.0 INCH PIPE IS 90.9 INCHES
AAA, PIPE -FLOW VELOCITY(FEET /SEC.) = 15.98
ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 1
to PIPE- FLOW(CFS) = 1019.83
PIPE TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 26.59
ARC LONGEST FLOWPATH FROM NODE 100.00 TO NODE 417.10 = 11184.00 FEET.
FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 81
m
so 05/09/07
Q -31
ft
.w.
ew ----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
_______________________________________________________________________
MAINLINE Tc(MIN) = 26.59
N * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.493
SUBAREA LOSS RATE DATA(AMC III):
go DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
so RESIDENTIAL
"3 -4 DWELLINGS /ACRE" A 15.10 0.80 0.600 52
rr COMMERCIAL A 1.80 0.80 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.547
SUBAREA AREA(ACRES) = 16.90 SUBAREA RUNOFF(CFS) = 31.30
aw EFFECTIVE AREA(ACRES) = 520.20 AREA - AVERAGED Fm(INCH /HR) = 0.35
AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.47
om TOTAL AREA(ACRES) = 520.20 PEAK FLOW RATE(CFS) = 1019.83
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
tow
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
an FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 10
----------------------------------------------------------------------------
r »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
------------------------------------------------------
+--------------------------------------------------------------------- - - - - -+
� I
I I
w +--------------------------------------------------------------------- - - - - -+
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
am FLOW PROCESS FROM NODE 159.20 TO NODE 159.30 IS CODE = 21
----------------------------------------------------------------------------
aw »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
an
----------------------------------------------------------------------------
INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1793.00 DOWNSTREAM(FEET) = 1778.00
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20
as SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 14.280
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.620
SUBAREA Tc AND LOSS RATE DATA(AMC III):
go DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
40 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 10.00 0.80 0.500 52 14.28
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 29.00
TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 29.00
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 159.30 TO NODE 159.40 IS CODE = 62
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
» »>( STREET TABLE SECTION # 1 USED) ««<
UPSTREAM ELEVATION(FEET) = 1778.00 DOWNSTREAM ELEVATION(FEET) = 1762.00
4ok STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0
to STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00
Ali
No
..r 05/09/07
Q -32
i
0
40 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
ka
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
40 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
40 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
am * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 41.93
** *STREET FLOWING FULL * **
o+ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.48
oft HALFSTREET FLOOD WIDTH(FEET) = 18.00
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.90
bw PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.85
STREET FLOW TRAVEL TIME(MIN.) = 1.41 Tc(MIN.) = 15.69
am * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.421
SUBAREA LOSS RATE DATA(AMC III):
err DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 9.50 0.80 0.500 52
60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
am SUBAREA AREA(ACRES) = 9.50 SUBAREA RUNOFF(CFS) = 25.85
EFFECTIVE AREA(ACRES) = 19.50 AREA - AVERAGED Fm(INCH /HR) = 0.40
No AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 19.50 PEAK FLOW RATE(CFS) = 53.05
mm
END OF SUBAREA STREET FLOW HYDRAULICS:
%W DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 18.67
FLOW VELOCITY(FEET /SEC.) = 6.46 DEPTH *VELOCITY(FT *FT /SEC.) = 3.31
+� LONGEST FLOWPATH FROM NODE 159.20 TO NODE 159.40 = 1500.00 FEET.
FLOW PROCESS FROM NODE 159.40 TO NODE 159.50 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
a' » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
-------------------------
IIR ELEVATION DATA: UPSTREAM(FEET) = 1755.00 DOWNSTREAM(FEET) = 1742.00
FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 11.20
1�. ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 53.05
PIPE TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 17.18
LONGEST FLOWPATH FROM NODE 159.20 TO NODE 159.50 = 2500.00 FEET.
so
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 159.50 TO NODE 159.50 IS CODE = 81
----------------------------------------------------------------------------
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
------------------------------
MAINLINE Tc(MIN) = 17.18
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.240
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
�1 "5 -7 DWELLINGS /ACRE" A 8.20 0.80 0.500 52
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 19.50 0.80 0.500 52
PUBLIC PARK A 3.60 0.80 0.850 52
.o 05/09/07 Q -33
m
40
m
NATURAL FAIR COVER
"OPEN BRUSH" A 5.70 0.61 1.000 66
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.611
SUBAREA AREA(ACRES) = 37.00 SUBAREA RUNOFF(CFS) = 92.63
EFFECTIVE AREA(ACRES) = 56.50 AREA - AVERAGED Fm(INCH /HR) = 0.44
AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.57
TOTAL AREA(ACRES) = 56.50 PEAK FLOW RATE(CFS) = 142.51
isr FLOW PROCESS FROM NODE 159.50 TO NODE 159.00 IS CODE = 31
----------------------------------------------------------------------------
we »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
mw
ELEVATION DATA: UPSTREAM(FEET) = 1742.00 DOWNSTREAM(FEET) = 1698.00
ON FLOW LENGTH(FEET) = 1500.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.7 INCHES
w' PIPE -FLOW VELOCITY(FEET /SEC.) = 19.59
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
e� PIPE- FLOW(CFS) = 142.51
PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 18.46
LONGEST FLOWPATH FROM NODE 159.20 TO NODE 159.00 = 4000.00 FEET.
FLOW PROCESS FROM NODE 159.00 TO NODE 159.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 18.46
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.104
SUBAREA LOSS RATE DATA(AMC III):
w DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
ow RESIDENTIAL
"3 -4 DWELLINGS /ACRE" A 9.40 0.80 0.600 52
00 SCHOOL A 36.40 0.80 0.600 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
lx11 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA AREA(ACRES) = 45.80 SUBAREA RUNOFF(CFS) = 108.25
�R EFFECTIVE AREA(ACRES) = 102.30 AREA - AVERAGED Fm(INCH /HR) = 0.46
AREA- AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap = 0.58
TOTAL AREA(ACRES) = 102.30 PEAK FLOW RATE(CFS) = 243.82
oft
FLOW PROCESS FROM NODE 159.00 TO NODE 425.11 IS CODE = 31
r -------------------------- --------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
�wll » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
----------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1698.00 DOWNSTREAM(FEET) = 1677.00
FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013
11x1 DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 20.19
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 243.82
PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 19.20
LONGEST FLOWPATH FROM NODE 159.20 TO NODE 425.11 = 4900.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
OR FLOW PROCESS FROM NODE 425.11 TO NODE 425.11 IS CODE = 81
we »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
05/09/07 Q -34
e�
/IA
�1
elu
II111
1111
AR
MAINLINE Tc(MIN) = 19.20
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.031
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
"3 -4 DWELLINGS /ACRE" A 32.20 0.80 0.600 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
SUBAREA AREA(ACRES) = 32.20 SUBAREA RUNOFF(CFS) = 74.00
EFFECTIVE AREA(ACRES) = 134.50 AREA - AVERAGED Fm(INCH /HR) = 0.46
AREA - AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap = 0.59
TOTAL AREA(ACRES) = 134.50 PEAK FLOW RATE(CFS) = 311.13
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 425.11 TO NODE 417.10 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1677.00 DOWNSTREAM(FEET) = 1626.00
FLOW LENGTH(FEET) = 1750.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 23.41
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 311.13
PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 20.45
LONGEST FLOWPATH FROM NODE 159.20 TO NODE 417.10 = 6650.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 20.45
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.919
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
COMMERCIAL A 10.70 0.80 0.100 52
NATURAL FAIR COVER
"OPEN BRUSH" A 9.80 0.61 1.000 66
RESIDENTIAL
"3 -4 DWELLINGS /ACRE" A 14.70 0.80 0.600 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.71
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.559
SUBAREA AREA(ACRES) = 35.20 SUBAREA RUNOFF(CFS) = 79.97
EFFECTIVE AREA(ACRES) = 169.70 AREA - AVERAGED Fm(INCH /HR) = 0.45
AREA - AVERAGED Fp(INCH /HR) = 0.77 AREA- AVERAGED Ap = 0.58
TOTAL AREA(ACRES) = 169.70 PEAK FLOW RATE(CFS) = 377.52
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
I�R FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 11
----------------------------------------------------------------------------
»»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY««<
1�
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
on 1 377.52 20.45 2.919 0.77( 0.45) 0.58 169.7 159.20
va LONGEST FLOWPATH FROM NODE 159.20 TO NODE 417.10 = 6650.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
ow
to
40 05/09/07 Q -35
to
40
NA
40 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
0 1 1019.83 26.59 2.493 0.75( 0.35) 0.47 520.2 100.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 417.10 = 11184.00 FEET.
4w
** PEAK FLOW RATE TABLE **
No STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE
on 1 1317.49 20.45 2.919 0.76( 0.38) 0.50 569.7 159.20
2 1332.34 26.59 2.493 0.75( 0.37) 0.50 689.9 100.00
o+ TOTAL AREA(ACRES) = 689.90
fm COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1332.34 Tc(MIN.) = 26.590
■r EFFECTIVE AREA(ACRES) = 689.90 AREA - AVERAGED Fm(INCH /HR) = 0.37
AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.50
om TOTAL AREA(ACRES) = 689.90
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 417.10 = 11184.00 FEET.
irr
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
on FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 71
----------------------------------------------------------------------------
to »»>PEAK FLOW RATE ESTIMATOR CHANGED TO UNIT - HYDROGRAPH METHOD««<
»» >USING TIME -OF- CONCENTRATION OF LONGEST FLOWPATH««<
om
UNIT - HYDROGRAPH DATA:
ib" RAINFALL(INCH): 5M= 0.48;30M= 1.10;1H= 1.53;3H= 3.00;6H= 4.60;24H =11.00
S- GRAPH: VALLEY( DEV. ) = 100.0 % ;VALLEY(UNDEV.) /DESERT= 0.0%
s*► MOUNTAIN= 0.0%;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0%
Tc(HR) = 0.44; LAG(HR) = 0.35; Fm(INCH /HR) = 0.37; Ybar = 0.28
v" USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION.
DEPTH -AREA FACTORS: 5M = 0.97; 30M = 0.97; 1HR = 0.97;
a 3HR = 1.00; 6HR = 1.00; 24HR= 1.00
UNIT- INTERVAL(MIN) = 5.00 TOTAL AREA(ACRES) = 689.90
iw LONGEST FLOWPATH FROM NODE 100.00 TO NODE 417.10 = 11184.00 FEET.
EQUIVALENT BASIN FACTOR APPROXIMATIONS:
n. Lca /L= 0.3,n= .0308; Lca /L= 0.4,n= .0277; Lca /L= 0.5,n= .0254;Lca /L =0.6,n =.0237
TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 461.08
6 ' UNIT - HYDROGRAPH METHOD PEAK FLOW RATE(CFS) = 1305.13
TOTAL PEAK FLOW RATE(CFS) = 1305.13 (SOURCE FLOW INCLUDED)
#�It RATIONAL METHOD PEAK FLOW RATE(CFS) = 1332.34
(UPSTREAM NODE PEAK FLOW RATE(CFS) = 1332.34)
PEAK FLOW RATE(CFS) USED = 1332.34
FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 21
ON -------------------------- --------------------------------------------------
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
40m >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
--------------------------------------
io INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1810.00 DOWNSTREAM(FEET) = 1797.00
SIR
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.695
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.559
IA11 SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
�1 "5 -7 DWELLINGS /ACRE" A 10.00 0.80 0.500 52 14.69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 28.45
m 05/09/07 Q -36
err
1
go TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 28.45
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 62
----------------------------------------------------------------------------
» » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
» » >( STREET TABLE SECTION # 1 USED) ««<
�w UPSTREAM ELEVATION(FEET) = 1797.00 DOWNSTREAM ELEVATION(FEET) = 1791.00
STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 6.0
6W STREET HALFWIDTH(FEET) = 18.00
mw DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
im OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
oft SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
aw Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
END OF SUBAREA STREET FLOW HYDRAULICS:
in DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 23.12
FLOW VELOCITY(FEET /SEC.) = 4.04 DEPTH *VELOCITY(FT *FT /SEC.) = 2.43
No *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 700.0 FT WITH ELEVATION -DROP = 6.0 FT, IS 27.5 CFS,
111 WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 1002.00
LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1002.00 = 1700.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
OR FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««<
No
ELEVATION DATA: UPSTREAM(FEET) = 1783.00 DOWNSTREAM(FEET) = 1761.00
of FLOW LENGTH(FEET) = 675.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.7 INCHES
on PIPE -FLOW VELOCITY(FEET /SEC.) = 15.48
io ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 48.21
PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 18.47
m 05/09/07 Q -37
m
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 40.05
ion
** *STREET FLOWING FULL * **
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
mu
STREET FLOW DEPTH(FEET) = 0.57
HALFSTREET FLOOD WIDTH(FEET) = 21.48
irr
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.82
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.18
am
STREET FLOW TRAVEL TIME(MIN.) = 3.05 Tc(MIN.) = 17.75
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.178
ow
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
sm
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL)
CN
RESIDENTIAL
■l
"5 -7 DWELLINGS /ACRE" A 8.80 0.80 0.500
52
PUBLIC PARK A 0.52 0.80 0.850
52
A'
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.520
SUBAREA AREA(ACRES) = 9.32 SUBAREA RUNOFF(CFS) = 23.19
EFFECTIVE AREA(ACRES) = 19.32 AREA - AVERAGED Fm(INCH /HR)
= 0.41
40
AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.51
TOTAL AREA(ACRES) = 19.32 PEAK FLOW RATE(CFS) =
48.21
END OF SUBAREA STREET FLOW HYDRAULICS:
in DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 23.12
FLOW VELOCITY(FEET /SEC.) = 4.04 DEPTH *VELOCITY(FT *FT /SEC.) = 2.43
No *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 700.0 FT WITH ELEVATION -DROP = 6.0 FT, IS 27.5 CFS,
111 WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 1002.00
LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1002.00 = 1700.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
OR FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««<
No
ELEVATION DATA: UPSTREAM(FEET) = 1783.00 DOWNSTREAM(FEET) = 1761.00
of FLOW LENGTH(FEET) = 675.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.7 INCHES
on PIPE -FLOW VELOCITY(FEET /SEC.) = 15.48
io ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 48.21
PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 18.47
m 05/09/07 Q -37
m
M
on LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1003.00 = 2375.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
to
MAINLINE Tc(MIN) = 18.47
on * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.102
SUBAREA LOSS RATE DATA(AMC III):
w" DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
on RESIDENTIAL
"3 -4 DWELLINGS /ACRE" A 10.70 0.80 0.600 52
PUBLIC PARK A 3.00 0.80 0.850 52
RESIDENTIAL
e� "11+ DWELLINGS /ACRE" A 9.50 0.80 0.200 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
ow SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.469
SUBAREA AREA(ACRES) = 23.20 SUBAREA RUNOFF(CFS) = 56.99
ow EFFECTIVE AREA(ACRES) = 42.52 AREA - AVERAGED Fm(INCH /HR) = 0.39
AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.49
so TOTAL AREA(ACRES) = 42.52 PEAK FLOW RATE(CFS) = 103.88
FLOW PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS CODE = 81
as ------------------------------------------ ----------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
am
MAINLINE Tc(MIN) = 18.47
ims * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.102
SUBAREA LOSS RATE DATA(AMC III):
°i DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
rr RESIDENTIAL
"11+ DWELLINGS /ACRE" A 9.30 0.80 0.200 52
"® RESIDENTIAL
"8 -10 DWELLINGS /ACRE" A 7.60 0.80 0.400 52
PUBLIC PARK A 0.65 0.80 0.850 52
RESIDENTIAL
IIR "11+ DWELLINGS /ACRE" A 10.30 0.80 0.200 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
as SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.270
SUBAREA AREA(ACRES) = 27.85 SUBAREA RUNOFF(CFS) = 72.37
so EFFECTIVE AREA(ACRES) = 70.37 AREA - AVERAGED Fm(INCH /HR) = 0.32
go AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.40
TOTAL AREA(ACRES) = 70.37 PEAK FLOW RATE(CFS) = 176.25
an
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
ful! »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1761.00 DOWNSTREAM(FEET) = 1735.00
FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 21.75
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 176.25
PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 19.04
w LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 3115.00 FEET.
I"
w
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
an 05/09/07
Q -38
io
m
rm
AN FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 19.04
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.046
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
assts, LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
CONDOMINIUMS A 7.80 0.80 0.350 52
PUBLIC PARK A 1.00 0.80 0.850 52
CONDOMINIUMS A 10.80 0.80 0.350 52
air SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.376
SUBAREA AREA(ACRES) = 19.60 SUBAREA RUNOFF(CFS) = 48.47
EFFECTIVE AREA(ACRES) = 89.97 AREA - AVERAGED Fm(INCH /HR) = 0.31
saga AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.40
TOTAL AREA(ACRES) = 89.97 PEAK FLOW RATE(CFS) = 221.19
trr
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
w FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 81
----------------------------------------------------------------------------
am » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««<
On MAINLINE Tc(MIN) = 19.04
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.046
60 SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
am LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
ur "8 -10 DWELLINGS /ACRE" A 7.40 0.80 0.400 52
PUBLIC PARK A 0.75 0.80 0.850 52
*m RESIDENTIAL
"3 -4 DWELLINGS /ACRE" A 9.80 0.80 0.600 52
w SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.528
sm SUBAREA AREA(ACRES) = 17.95 SUBAREA RUNOFF(CFS) = 42.43
EFFECTIVE AREA(ACRES) = 107.92 AREA - AVERAGED Fm(INCH /HR) = 0.33
io AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.42
TOTAL AREA(ACRES) = 107.92 PEAK FLOW RATE(CFS) = 263.61
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 31
----------------------------------------------------------------------------
AA »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1735.00 DOWNSTREAM(FEET) = 1725.00
Ails FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 18.30
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1
Allsl PIPE- FLOW(CFS) = 263.61
PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 19.59
LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1005.00 = 3715.00 FEET.
FLOW PROCESS FROM NODE 1005.00 TO NODE 1006.00 IS CODE = 31
------------------------------ ----------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
No »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1725.00 DOWNSTREAM(FEET) = 1639.00
FLOW LENGTH(FEET) = 2640.00 MANNING'S N = 0.013
AIM
io
om 05/09/07 Q -39
WA
11r
1�
ww
rlil
+m
ar
w
irr
am
ON
w
ism
ow
w
an
ur
w.�
iw
w
on
wi
irr
!1111
11111
�w
111
DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.4 INCHES
PIPE —FLOW VELOCITY(FEET /SEC.) = 23.65
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1
PIPE— FLOW(CFS) = 263.61
PIPE TRAVEL TIME(MIN.) = 1.86 TC(MIN.) = 21.45
LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1006.00 = 6355.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 107.92 TC(MIN.) = 21.45
EFFECTIVE AREA(ACRES) = 107.92 AREA — AVERAGED FM(INCH /HR)= 0.33
AREA— AVERAGED Fp(INCH /HR) = 0.80 AREA— AVERAGED Ap = 0.418
PEAK FLOW RATE(CFS) = 263.61
END OF RATIONAL METHOD ANALYSIS
05/09/07
Q-40
STORM DRAIN HYDRAULICS
10/05/05 H -1
ie
The Arboretum at Fontana North
J Hydraulic Calculation Sheet
Master Plan Line A
Segment A103
Profile
Y
„
.--
....---
.•
.•
,-
•
_,-
--
-
.
_-
-
—
.•
,-•
,--
- - 1
0 200 400 600 800 1000 1200
---, — Pipe Invert -- -- -Pipe Soffit — - - — - - Existing Ground — ',-. - HGL
Defaults 1 „'., ,';' -, „ ,,.!";,''
Slope Factor 0.9 Max Slope 0.025
Manning's N 0.013
Input 1
U/S Node Description Q Slope DH Length
14 North of Citrus Avenue 446 0.028 30 1060
Calculations 1 " , , :
Pipe size is 66 in RCP
Flow depth is 44 in
Flow velocity is 26.3 fps
P:\102-102\Drainage\Hydraulics-Prelim.xls 4/26/2007
wn
r.
( AW
No
40
to
do
aw
am
so
410
44
40
ft
rrr
The Arboretum at Fontana North
Hydraulic Calculation Sheet
Master Plan Line A
Segment Al. 02
Profile
0 50 100 150 200 250 300 350
Invert Soffit — - - Existing Ground —;4 - HGL
Calculations
Pipe size is 72 in RCP
Flow depth is 44 in
Flow velocity is 29.3 fps
P:\ 102- 102 \Drainage \Hydraulics- Prelim.xls
4/26/2007
Irr
NM
d1b
Oft
4M
Ow
On
lop
am
i1w
Aft
4W
Inft
Im
on
ds
am
4OW
40
ft
40
Itir
The Arboretum at Fontana North
Hydraulic Calculation Sheet
Master Plan Line A
SegmentALOI
Profile
0 200 400 600 800 1000 1200 1400
: :
.. .1 .: .
-P ipe Invert z:* 1--Pipe Soffit — - - Existing Ground —.4 - HGL
P:\ 102- 102 \Drainage \Hydraulics - Prelim.xls
gKII.W611YA
. .. .
..... .
WOW
0 200 400 600 800 1000 1200 1400
: :
.. .1 .: .
-P ipe Invert z:* 1--Pipe Soffit — - - Existing Ground —.4 - HGL
P:\ 102- 102 \Drainage \Hydraulics - Prelim.xls
gKII.W611YA
The Arboretum at Fontana North
Hydraulic Calculation Sheet
Master Plan Line A
Segment A2.04
Profile
100 200 300 400 500 600 700 800
Pipe Invert —Pipe Soffit — — Existing Ground — A - HGL
Defaults
Pipe size is 42 in RCP
Flow depth is 23 in
Flow velocity is 21.0 fps
P:\ 102 - 102 \Drainage \Hydraulics- Prelim.xls
4/26/2007
i
The Arboretum at Fontana North
Hydraulic Calculation Sheet
Master Plan Line A
Segment A2 03
Profile
� tom' - �✓ w,. ............... .. ..............e, ..... —�.,.. a.
0.0
I
.
0 100 200 300 400 500 600 700 800 900
Pipe Invert Pipe Soffit — - - — - - Existing Ground —A - HGL
Defaults
Pipe size is 54 in RCP
Flow depth is 40 in
Flow velocity is 21.3 fps
P:\ 102- 102 \Drainage \Hydraulics- Prelim.xis 4/26/2007
The Arboretum at Fontana North
H Calculation Sheet
Master Plan Line A
1
Segment A2 0.�
Profile
0 100 200 300 400 500 600 700 800 900
t +* Pipe Invert Pipe Soffit — — Existing Ground — A - HGL
' P:\ 102 - 102 \Drainage \Hydraulics - Prelim.xls
4/26/2007
1
1
1
1
1
i
1
1
1
1
1
1
1
t
1
1
1
1
The Arboretum at Fontana North
Hydraulic Calculation Sheet
Master Plan Line A
Segment A2.01
Profile
0
200 400 600 800 1000 1200
Pipe Invert .- --Pipe Soffd — — Existing Ground -- A - HGL
PM 02- 102 \Drainage\Hydraulics- Prelim.xis
4/26/2007
�
200 400 600 800 1000 1200
Pipe Invert .- --Pipe Soffd — — Existing Ground -- A - HGL
PM 02- 102 \Drainage\Hydraulics- Prelim.xis
4/26/2007
The Arboretum at Fontana North
Hydraulic Calculation Sheet
Master Plan Line A
Segment A. 08
Profile
u� aaoxra ��,,� .
.
xz�rmw: _
0 50 100 150 200 250 300 350 400 450
= — Pipe Invert ---Pipe Soft — - - — - . Existing Ground -- A - HGL
Calculations
Pipe size is 108 in RCP
Flow depth is 79 in
Flow velocity is 15.6 fps
P:\ 102 - 102 \Drainage \Hydraulics - Prelim.xls 4/26/2007
1
1
1
1
i
1
1
1
1
1
1
i
1
1
s
The Arboretum at Fontana North
Hydraulic Calculation Sheet
Master Plan Line A
Segment A.07
Profile
0 200 400 600 800 1000 1200
- ---Pipe Invert ---Pipe Soffd — — • Existing Ground ^— >E - HGL
Defaults
PM 02- 102 \Drainage \Hydraulics - Prelim.xis
4/26/2007
NtlN:NMM
0 200 400 600 800 1000 1200
- ---Pipe Invert ---Pipe Soffd — — • Existing Ground ^— >E - HGL
Defaults
PM 02- 102 \Drainage \Hydraulics - Prelim.xis
4/26/2007
The Arboretum at Fontana North
' H Calculation Sheet
Master Plan Line
Segment A.06
Profile
1200
0 200 400 600 800 1000
—Pipe Invert , Pipe soffit — — Existing Ground -- A - HGL
' P:\ 102 - 102 \Drainage \Hydraulics - Prelim.xls
4/26/2007
The Arboretum at Fontana North
Hydraulic Calculation Sheet
Master Plan Line A
SegmentA.OS
Profile
��.
50 100 150 200 250 300 350 400
Pipe Invert •— & Pipe Soffit — - - — - - Existing Ground — X - HGL
Pipe size is 8 x 8 RCB
Flow depth is 86 in
Flow velocity is 15.4 fps
P:\ 102 - 102 \Drainage \Hydraulics- Prelim.xls
4/26/2007
The .Arboretum at Fontana North
H y draubc Calculation Sheet
Master Plan Line A
SegmentA.04
Profile
:i:le W 4YNwdapWd�4tl.. -
0 50 100 150 200 250 300 350 400 450
Pipe Invert ----Pipe Soffd — -- — -- Existing Ground -- >4 - HGL
Defaults
Slope Factor
0_9 Max Slope 0.025
Mannin 's N
0.013
Input
U/S Node Description
Q SIO DH Length
21 At Cypress Avenue 1232 0.007 3 420
Calculations
Pipe size is
9 x 9 RCB
Flow depth is
86 in
Flow velocity is
19.0 fps
' P: \102- 102 \Drainage \Hydraulics- Prelim.xis 4/26/2007
The Arboretum at Fontana North
Hydraulic Calculation Sheet
Master Plan Line A
Segment A.03
Profile
a„
0 100 200 300 400 500 600 700 800
Pipe Invert ---Pipe Soffit — — Existing Ground — A - HGL
Calculations
Pipe size is 8 x 8 RCB
Flow depth is 79 in
Flow velocity is 23.
P:\ 102 -102 \Drainage \Hydraulics- Prelim.xls 4/26/2007
t
The Arboretum at Fontana North
t Hydraulic Calculation Sheet
Master Plan Line A
SegmentA.O2
Profile
Pipe Invert Pipe Soffit — - - — - - Existing Ground -- A - HGL
Calculations
Pipe size is 8 x 8 RCB
Flow depth is 77 in
Flow velocity is 25.0 fps
P:\ 102- 102 \Drainage \Hydraulics- Prelim.xls 4/26/2007
The Arboretum at Fontana North
Hydraulic Calculation Sheet
Master Plan Line B
Segment BI. 03
Profile
w
o."' .
100 200 300 400 500 600 700 800
Pipe Invert `Pipe Soffit — - - — - - Existing Ground
Max Slope 0.025
Q Slope DH Length
45 0.027972 20 715
Pipe size is 30 in RCP
Flow depth is 18 in
Flow velocity is 14.5 fps
' P:\ 102 - 102 \Drainage \Hydraulics - Prelim.xls
4/26/2007
The Arboretum at Fontana North
' H Calculation Sheet
' Master Plan Line B
Segment BI. 02
Profile
� o
0 100 200 300 400 500 600
j Pipe Invert w - Pipe Soffit — - - — - - Existing Ground -- >E - HGL
700
I
dwo
I
IC
The Arboretum at Fontana North
Hydraulic Calculation Sheet
Master Plan Line B
Segment B1. 01
Profile
0 100 200 300 400 500 600 700
: —Pipe Invert —*Pipe Soffit — -- — -- Existing Ground
Slope Factor 0_9
ManninQ's N 0.01:
U/S Node Description
104 North of Casa Grande Avenue
Calculations
Pipe size is 48 in RCP
Flow depth is 35 in
Flow velocity is 21.4 fps
P:\ 102- 102 \Drainage \Hydraulics - Prelim.xls
Max Slope 0.025
Q Sloe DH Leng1
209 0.029508 18 610
4/26/2007
y
0 100 200 300 400 500 600 700
: —Pipe Invert —*Pipe Soffit — -- — -- Existing Ground
Slope Factor 0_9
ManninQ's N 0.01:
U/S Node Description
104 North of Casa Grande Avenue
Calculations
Pipe size is 48 in RCP
Flow depth is 35 in
Flow velocity is 21.4 fps
P:\ 102- 102 \Drainage \Hydraulics - Prelim.xls
Max Slope 0.025
Q Sloe DH Leng1
209 0.029508 18 610
4/26/2007
i
The Arboretum at Fontana North
' Hydraulic Calculation Sheet
Master Plan Line B
Segment B4.01
Profile
* ' WO
00 .
0
0 200 400 600 800 1000 1200 1400 1600 1800
1 ---Pipe Invert ^ Pipe Soffit — - — - - Existing Ground
Slope Factor 0_9 Max Slope 0.025
Mannin 's N 0.013
3 Node Description Q Sloes DH Length
159.1 East of Citrus Avenue 23 0.01 16 1600
Pipe size is 30 in RCP
Flow depth is 17 in
Flow velocitv is 8.1 fps
P:\ 102 - 102 \Drainage \Hydraulics- Prelim.xls 4/26/2007
t
The Arboretum at Fontana North
Hydraulic Calculation Sheet
Master Plan Line B
Segment B2.06
Profile
x
0 100 200 300 400 500 600 700
^ —Pipe Invert -----Pipe Soffd — - - — - - Existing Ground -- A - HGL
Pipe size is 30 in RCP
Flow depth is 18 in
Flow velocitv is 15.7 fps
800
P:\ 102- 102 \Drainage\Hydraulics - Prelim.xls 4/26/2007
s
The Arboretum at Fontana North
Hydraulic Calculation Sheet
Master Plan Line B
Segment B2.0S
Profile
ylA
/ • IMF + '/'
w
µN Q
0 100 200 300 400 500 600 700
—Pipe Invert — Pipe Soffit — — Existing Ground — A - HGL
Slope Factor 0_9
Mannin 's N 0:013
U/S Node Description
1003 North of Casa Grande
Pipe size is 48
Flow depth is 29
Flow velocitv is 22.
Max Slope
Q Sloe DH Length
176 0.035135 26 740
in RCP
in
fnc
P:\ 102- 102 \Drainage \Hydraulics - Prelim.xis 4/26/2007
The Arboretum at Fontana North
Hydraulic Calculation Sheet
Master Plan Line B
Segment B2.04
Profile
0 100 200 300 400 500 600 700
Pipe Invert ---Pipe Soffit — — - - Existing Ground
Slope Factor 0_9 Max Slope 0.02!
Mannin 's N 0.013
U/S Node Description Q Sl ope DH
1004 North of Casa Grande 264 0.016667 10
Calculations
Pipe size is 60 in RCP
Flow depth is 41 in
Flow velocitv is 18.5 fps
P:\ 102- 102 \Drainage \Hydraulics- Prelim.xis
M.
4/26/2007
:x.
N KyK�F� owa
� I' -
�
0 100 200 300 400 500 600 700
Pipe Invert ---Pipe Soffit — — - - Existing Ground
Slope Factor 0_9 Max Slope 0.02!
Mannin 's N 0.013
U/S Node Description Q Sl ope DH
1004 North of Casa Grande 264 0.016667 10
Calculations
Pipe size is 60 in RCP
Flow depth is 41 in
Flow velocitv is 18.5 fps
P:\ 102- 102 \Drainage \Hydraulics- Prelim.xis
M.
4/26/2007
•% ^'tJ
t• / T I � v � ` � " . f , ��' �R;�F . <J., a 9 r �`� _ � �n V4.�_�. Dc- • - � .._ . � r.• e1r -r^ —
t: ^'�.•a`. =• � :i%....k•1F�y1�` - ' �.;- ���•." ,,,•; x� -� �Vt�u7i. `�,�.z� ' - .:- `..F —A-= -
`�•_ -.i"r' r.w•,•- r..r',.•'( "� i`3�'s fig' '.'s: . + -
. t.
� t
h• f �. • ,.�:'. • ]�v t l. y °. I. �V `• i� ,Itl..: «T /•� ...C. ,r � .'.[ `
♦ /,,, } L�� - fir 7 ` J� - :3~ \
- ems:; Gx`• _ FY _^^. a ,� I.n;
tee
9
�,� �j',�� "'"' [ Iii [►�fl�"����'A�-�"�.m�-- ?A+u�i I I z �s ' �
. a
�..i•Yinwn
SAN BERNARDINO COUNTY
HY DROLO GY
�` v-
ryfih
..`�.�
C-2
x ��P r £�xn•z. �C�cY ji� � EI ti
' r ' f 1 r 7 f.
�xc�
F L' 'i >� S'� '• if'el'�'w� b - +.tLt'R'f�P'
�fffF•. - .L•TR Y
L
- �'1'V+ �'4 ro'
•' • �i ' F- .?' 7•3 fir` ve�Yi F,. .S V ?
c •��
t t k C4. l r .� ♦ ' y �*_., t d ..R'Q:'a ..
��l `WS. '� •.C' 'S F +�15 - r
' } t w F 1 I � 2" �f N��p�� it_ . { T�i' '�t.,�w. �•yCA
�.y
I
{� Jx i � 1;•Lr`� �1�441- � ,� �u'ti i. \3
.- -_ .� R�.�.�`�- .,� -=4- a 9 • S. .. �,.-
�! - �`� 9.'+v `'VM YlS' �^ I
..-.,. " ... ,.. -,. .. .'3"� y,- _'- _.ti A�`r tr:L- �.fi������5as�41G�s'cl��
�
•% ^'tJ
t• / T I � v � ` � " . f , ��' �R;�F . <J., a 9 r �`� _ � �n V4.�_�. Dc- • - � .._ . � r.• e1r -r^ —
t: ^'�.•a`. =• � :i%....k•1F�y1�` - ' �.;- ���•." ,,,•; x� -� �Vt�u7i. `�,�.z� ' - .:- `..F —A-= -
`�•_ -.i"r' r.w•,•- r..r',.•'( "� i`3�'s fig' '.'s: . + -
. t.
� t
h• f �. • ,.�:'. • ]�v t l. y °. I. �V `• i� ,Itl..: «T /•� ...C. ,r � .'.[ `
♦ /,,, } L�� - fir 7 ` J� - :3~ \
- ems:; Gx`• _ FY _^^. a ,� I.n;
tee
9
�,� �j',�� "'"' [ Iii [►�fl�"����'A�-�"�.m�-- ?A+u�i I I z �s ' �
. a
�..i•Yinwn
SAN BERNARDINO COUNTY
HY DROLO GY
INDEX MAP
r +r4+ '�`: Wp . -.t ! :t 6; 5 iz -� i•c -1 a r' 7 �� . �r .J VFm
,�.) � �'. s'"I�. n f � 3;r �iy � 9c'f.1r t �. 2 �. z -.,,• r � � i }. l �� -� >'y nrr tS.;�s�4 a- � ,.- �u';��¢�' $ 'R � J�.
'ti'��"�5�; �N�� �A-tti u� a� �t t � � 3 � * . K;rR ' F t 1 F -"Y` +rt�.�-H �3'�E• " �l3rlt�- �'Stt;sal� ""d ��k�`�a,sa i . 9�
-' �,,z .rp 9•s. ¢ �y vJ .3 h 1r z r xs - r-a, r.ar 'S.- er3ti 2 4F ,4 � �•\ 4 i a 'Yt y„ "' may. O
s kr �
4., +T^uri`S�y"� ..✓ -�w:d "!.� •� �✓ ya..ar.' �. . � f.1 , fa ,-! , r; 'Y � "z ..� `�r '�' +�f.y'Y• n?° ~�P•��,�F.l s' <
:.a . _ � �[ �.c� r. ��`�'F '{.c -+,,� ;.
• 1. 33'f'� t1+3'X , � : �a' ,.H � (° � y,. tf1 E•.. :"i'� r r 9� :'� 'i`1, d�^' 4 ^'MS ��,tf ."Y`� J �f' Y X �'.tl!d '.t'�G.••4j4/
+J.� r
�d y - < - Z a� K� 1 � 3� �.. � � "L� 4"0�:�4 �t , �> S r r , ,.C`r• �, }�E�'f$ � `}�,�.,.'���L'98�1'�'t _ �/
v..- ;w.,.� �.+ wn Ntya .1'��;a.� G'�: - 3 q: 1 t 2 s , R.'dxi" r h � �'h�i - - . "? 'r - '��'' - ..5� t.+w '�� ,��•+';. �
6�� -,�' � -+v(s � ��,y y y '�Z„ � r �'2 .r' - -s :�q ���"•y xl^i '�.lti'.: • � r.�r,in•.��Y� - cs '� — �
�. z �
��-4. r t � r 4� �.' � � E 1�r �-n i . • f 'g'° .+°'s" o ! i
..- �' �, N .r , ■ p y � ' t� , i ` IrT"�' . k 1
�A �' z�t,,r�►�r n
�
r ,
l•
- C
Y �
M -
urmti��� •" •
r � '
B
r
Attf p —_
J 75
Nf
Wk
mom
M
Alai
jr
HYDROLOGIC SOILS GROUP MAP
�.. _- a •ice■ �
iutl ► � :rrz,� �j �� 1� t
fin+ +•�V t �� �i��■r1'■
it .� f■V 4 I i1 � _ "Y�J � • R. ,,
r
i
•
• AR
O -1
C-2
SAN BERNARDINO
COUNTY
L
c -a
INDEX MAP
r +r4+ '�`: Wp . -.t ! :t 6; 5 iz -� i•c -1 a r' 7 �� . �r .J VFm
,�.) � �'. s'"I�. n f � 3;r �iy � 9c'f.1r t �. 2 �. z -.,,• r � � i }. l �� -� >'y nrr tS.;�s�4 a- � ,.- �u';��¢�' $ 'R � J�.
'ti'��"�5�; �N�� �A-tti u� a� �t t � � 3 � * . K;rR ' F t 1 F -"Y` +rt�.�-H �3'�E• " �l3rlt�- �'Stt;sal� ""d ��k�`�a,sa i . 9�
-' �,,z .rp 9•s. ¢ �y vJ .3 h 1r z r xs - r-a, r.ar 'S.- er3ti 2 4F ,4 � �•\ 4 i a 'Yt y„ "' may. O
s kr �
4., +T^uri`S�y"� ..✓ -�w:d "!.� •� �✓ ya..ar.' �. . � f.1 , fa ,-! , r; 'Y � "z ..� `�r '�' +�f.y'Y• n?° ~�P•��,�F.l s' <
:.a . _ � �[ �.c� r. ��`�'F '{.c -+,,� ;.
• 1. 33'f'� t1+3'X , � : �a' ,.H � (° � y,. tf1 E•.. :"i'� r r 9� :'� 'i`1, d�^' 4 ^'MS ��,tf ."Y`� J �f' Y X �'.tl!d '.t'�G.••4j4/
+J.� r
�d y - < - Z a� K� 1 � 3� �.. � � "L� 4"0�:�4 �t , �> S r r , ,.C`r• �, }�E�'f$ � `}�,�.,.'���L'98�1'�'t _ �/
v..- ;w.,.� �.+ wn Ntya .1'��;a.� G'�: - 3 q: 1 t 2 s , R.'dxi" r h � �'h�i - - . "? 'r - '��'' - ..5� t.+w '�� ,��•+';. �
6�� -,�' � -+v(s � ��,y y y '�Z„ � r �'2 .r' - -s :�q ���"•y xl^i '�.lti'.: • � r.�r,in•.��Y� - cs '� — �
�. z �
��-4. r t � r 4� �.' � � E 1�r �-n i . • f 'g'° .+°'s" o ! i
..- �' �, N .r , ■ p y � ' t� , i ` IrT"�' . k 1
�A �' z�t,,r�►�r n
�
r ,
l•
- C
Y �
M -
urmti��� •" •
r � '
B
r
Attf p —_
J 75
Nf
Wk
mom
M
Alai
jr
HYDROLOGIC SOILS GROUP MAP
�.. _- a •ice■ �
iutl ► � :rrz,� �j �� 1� t
fin+ +•�V t �� �i��■r1'■
it .� f■V 4 I i1 � _ "Y�J � • R. ,,
r
i
•
• AR
owl all
low,
owl
A
MW
w as@
rAr
REDUCED DRAW NG VALLEYT!�EA
WHYE
��
SCALE I"= 4 MILES Xi - 2 YEAR 6 HOUR
• Mom ON U.&= NQ" MAS A W3
8-9
FIGURE B-I
R2E
PP
9
1 4
low
owl
Root
g-milm _'M" Will
Flop
PT
Rua I L
011
ti
%
POP-"
PENN
2 L &R
M E
MJA
2m
REDUCED
DRAWING
VALLEYAREA
SCALE I"= 4 MILES
MomyETALS
X, - 2 YEAR 24 HOUR
"M ael UAW, MGAA WUW a. On
V'4ff'
IEN kmiffl
•
Ll UCLV&
f -4—
W 4M R R6W R
!w row mkw V:� R2E
.5
T -114N
I J
T
T
ilt L
- 4
W
. 4T4N" . T- �R2
4
L
J_
T
wr ? wr , rt -4 I s 4 1
> %
LE
T3N
T
T
-4
34 L
-4-
7, r %
4 ——
J K
T2N
ILI IL
wr 134..T?N
/Afr
21-
I va I �lz
14
- T
ILI
f.} %� X 1�' ' __ '.-r- a.-L'. — I/T�M��,�' "'4,Y �— _ •� � �..tl r � t _ �.! _ __ } � _ i ' ' •r . -; _ ��— I - �- gly -y�I—
Trw
9 - -t o L
I r k op
IS
— TI
IN
ALITA
L
PL N
tN
RIALT
4- 4--
TI •
C T N
REDLANDS
f
I
— 74
CN NO
7
tfty -IL
-4 — I : I RJE
4— RIE
T2S L
I 'RSIDE
+
R4W R R2
"IJ
t f-- t —i— • 4
SAN BERNARDINO COUNTY
FLOOD CONTROL DISTRICT
A& R 5 W-'
VALLEY AREA
REDUCED DRAWI�NG
}' NP A T S— T —,
WHYETALS
SCALE 1"- 4 MILES y1c — 10 YEAR I HOUR
t
- SAKO ON 161LIM
A. Rub 2. W3
X 30
4A SAN BERNARDINO COUNTY
4 J-
-j4 e *JWpmw By
R7W R6 HYDROLOGY MANUAL
crivint
........................... ISOLINES PRECIPITATION (INCHES) OWE I e .&M
e..&ML P RE 011
1962 WR9-1 3 of ia
FIGURF a—,q
W M om
AS
LUS
Erik
OA
l
AWA
WIN N
maim,
LILL =w.
� ,. --��� �; _!� f � ms
IM
tti�'1 la u��� /gyp '' +� , mom_^
�, -
�..,.�Il
Pffil
R4W
EDUCED DRAWING VALLEY AREA 7
WOMTALS
SCALE I"= 4 MILES yoo — 100 YEAR I HOUR
dt
ME 1 .
1,53 13-12 FIGURE B-4
4
L
- t — � rt 1 ° ,., • s: - \ I' ,. �� ,� � — � 1 � � _ �" : � I I — I � •��ci I a ; r . I I l � �''c i 1 T� � j °� ��- T I N
XE
4- --4
I of I III A
All ft aw r
4NDI I
I KIA
NTA !.3 •.��� *N - 'mod � ° �' —c — ...�... , - -�_ � .� _ — _ —_ ..�. .c� � ret � �� L N. I \ 1 �
TIS — --
-4
0111
7
J REDLANDS Is
3.0
�4—
v --I— L
5.0
6NINO
-4
4 —
-4 +-
-A — I—
o? #.OWI E I I ZE
+
T2S . . . . . . f3eoe
r. 1 ER IDE T R4W R2w
--j
a
t 1 --- t — 1 — 1-- WMNAW DI C
W S %r
t T
L -R5w
w m VALLEY AREA
T3S c REDUCED DRAWING NMYETALS
I T F
SCALE I"= 4 M I LIES X3 - 100 YEAR 6 HOUR
-4 BAND ONN W ASA FAAA. ANAS 2. WS
4- - I - -- �!.
c – –
A SAN BERNARDINO COUNTY
30
AMNOM W
4
I RSW 1 1 4.0 1 R i R6Wi HYDROLOGY MANUAL
180LINES PRECIPITATION (INGN01 oxm SCALE Ile ewll�
19"
IS
0.0 r-all j
B-13 FIGURE B-5
R?W f I
R
R
4 W 4
Ift"y
R
T - T
t
�2E
t
-4
4; —
— I -- -4 — \ \
4
-4
7 1
2.
• I_
72
I I
I I I
1 1. ., 1,
— � �-d —
— -a- �^1— t-- -� —
�- _ I--� �
`�;.'' µ -fN`
'_C
_
a• `_
� �
I t t
f
_
1
1
4.0
_
•�
T
2 21 21
T
4
&01
1 L -i -j,
MI "N AN-111
so
4-
2N
; ;;s � vt
-I-
IN L.
'
T
I
fill
I iFN
-4
e
–4 —
KA
1,
4
L
- t — � rt 1 ° ,., • s: - \ I' ,. �� ,� � — � 1 � � _ �" : � I I — I � •��ci I a ; r . I I l � �''c i 1 T� � j °� ��- T I N
XE
4- --4
I of I III A
All ft aw r
4NDI I
I KIA
NTA !.3 •.��� *N - 'mod � ° �' —c — ...�... , - -�_ � .� _ — _ —_ ..�. .c� � ret � �� L N. I \ 1 �
TIS — --
-4
0111
7
J REDLANDS Is
3.0
�4—
v --I— L
5.0
6NINO
-4
4 —
-4 +-
-A — I—
o? #.OWI E I I ZE
+
T2S . . . . . . f3eoe
r. 1 ER IDE T R4W R2w
--j
a
t 1 --- t — 1 — 1-- WMNAW DI C
W S %r
t T
L -R5w
w m VALLEY AREA
T3S c REDUCED DRAWING NMYETALS
I T F
SCALE I"= 4 M I LIES X3 - 100 YEAR 6 HOUR
-4 BAND ONN W ASA FAAA. ANAS 2. WS
4- - I - -- �!.
c – –
A SAN BERNARDINO COUNTY
30
AMNOM W
4
I RSW 1 1 4.0 1 R i R6Wi HYDROLOGY MANUAL
180LINES PRECIPITATION (INGN01 oxm SCALE Ile ewll�
19"
IS
0.0 r-all j
B-13 FIGURE B-5
/
�
/ 7
| '
R8W 17
2.
AN
LIT
in
IN
la
iris
yficAl
T f341
CWT
`. /
t REDUCED DRAWING VALLEY AREA
SAN BERNARDINO COUNTY X4 —
APIRROM my
PRECIPITATION (iNC.4ES)
,`�•� \� '��'''�ijl /)�r /'�'.�;,\ `�:� '� \, ' \ �:�= .J'`;� ;n, - - :j- .__ , iii_ , � �,••,, .��
34x4
Well
0
��• - -= / rr �/' r, _ --�; r / /� -.:�� // pi �, / /,i i � W. _ / -- � ' r' �' I �' ` � 'i - • I � � v1 \, _ .!r .... N i'
�' �� � � �' /' �j l + / /�� .l �^ �,' �' r •7 7 l � (. N 1 � - %' ' )' ` i l • I . � _ ` � r� (/ r� /c ,/� /
� "./ �: �/ f'I i, 1tt f0 _ �� /'I °, � r;�!i;r, , i" p' ./. - < � !i.;f �. .ice 1 .\ �' � ) i� • ,�� }�.
° Neal Corner
�� '' - \ \�" � % /,• � (� %'; ,�• _ 1 / J ! ��' \ � ry- �` �1 204 Well r.
'i�- :� - \' ; f �� �._ � 1 / �% �p , . • �\.- �\ ,r 0 t , ^ \\ - �. `, A
�4 - /, .�` + r _/ 1 /i�i /'ir L,' ! ^ .� -- - — l \ �_ �/ y�• / fir / _ T ..
is \ Y/ 't t 1. �° ���r1 ! • J/i j r . ; r �. `', �. �l - , -- (,. ./ ` \ TO H & E CA9 W RAIN%Y6E
otlAc IN
ACA .Q
:� Il � • �. \i /�'� �' < y Nip` . �, ? �\ � . !l FLOW U40ER FRE WA
q , it +` \ O' E
\ f ) 0 ,
1� �ir. '` � , \�`, t_
D) \ q �SCC7��
__ l• �..� �. I,. � •`_ � '/ ,% _ / `^ '`'�'' ��`_ "%�"'''' ;�::.':'.'. J _'"?; �\ ® ray? _ TRANSNf{��ION
LINES®
;1,;% � r ' ; •,
-''� ! n o / ' 4',r> �', ;,. +} � I 1 , � , / �� r. v /' "/I •'�j � /` yt _� ^ \. /�•� � �. ." `a Alta x ' t • T / /OI�c. 2� ArAJ� •
' / il ��`�' �_ // �* r�� ��� �'.I'ZOa� 'I 1 10' t �3 Ir xc. v �(°'4•
/¢ c.
:� `. - _ _ ��✓✓ !� ? ' YEs1e�
�� E / _ �4 Ac. 1. r /J 3 C•
iv
181m _:
/;
i� ( X I/- c ... + _ / KG ' s 4oslo. 4o Ac.
x BM .src�,fl�► �� .,11� �; 0 20 Ax 1
J. x pg
1861 . _ ^\. Wet��; t 94 Ate.• 3/7 a �6 5k� 17
,p. ?�. '' f7 Ac. A A h 46 4c. 40 Ac v
. J3Ac.
Im
t � EF 2 •' �f47 3 3dCfS % /023 /OOBGfS �F�CfS 102 G03G�5 ( 1 I'•
r� - - -l td, r ,, St�� _ . ",. �AI■ _ ��811
n I '%� � � �� 10 ��" 4 41 �''� 42 � -� 1 CA Q� �,
��i� C`d (f" X740 SA J ZO/IG ' / n -•/ 8Q lOAG
W 41
> � p 01.
�� \ ` �` _ - -- •$ �' 39 !G � 43 ' Q 421 CJ (W! to �
n N G 6.2,AC 23AG Zo ' z lTl
z0
.TO PIPELINE OQ \ Ac. la" t A� ti A 4!8 a di �3.s� i! it
AWM,,LINE ' 34AC• 43 z0' , � a � ° a � � s 4 RtALTO PIPELINE
,° 193cf s s MWL1' LINE
ir y °' (� iZ ' jF 34 Ac V u n
42 "
23 ► e�c>:S 5 43oB3 - _- - -- - _ - - -_ -- - -_= y- - - - --
'/ 13ASI N J B5 1v •� 31 419 .� 4t 41,4 4� Ac AC. ' 4a qc
<3 /� rp a 50 AG V t �•F AG 1 17 1 Q' a + � � q �
432 Ae t � 471 A ' AG ® 41
" 1 �I�I •' ``��� 2 54 Oc o 4Xl1 Ali Ib j7 �. �. ! 44 A c ki
156 AC IbZ •� 3 / r �• $� 54 42" /+ •� AC 4h5/
If
�� P ����� ����, r ,� k10• H L i/o 5 a t 411.1 25 YR �$ 41 B 1
,r t .RG`�•a @� ETIWANDA IPEL Q` •'" tg 717
4z. AC_ a L r�o ac z�ic zvAC z7AC,,
MWD L E QZ AC_ \! V , O Z9 U . . ....
j ;I a r �, 33 Ac �m� ,,. ��, q t4 Ac
i t 12-0 IA ,,+ B . '
� ATx � I b, b ,v
4 A YG -. �!� �. SUMAQIT Q O'x . 35 ' v 9 -5'x 1 j yg . /,. 9S,b'AVS 7??/ is . . . B W�`9 V - -__.. _ -tee_ °°
-. .. —.. _• _ 1 � _
7' pt 33 /ao YEA •�' 15 �/ a r�. AY a Qe , Cl ro \