HomeMy WebLinkAboutPM 17334 Tentativer
A
0
0
E
0,
T.P.M. 17334 - Sierra Lakes Marketplace
(Costco and BestBuy)
CITY OF FONTANA
PRELIMINARY DRAINAGE
STUDY
May 7, 2005
11
Reference 126-1962
PREPARED BY: oyx-. NIEp'
o� C66388 z
Madole & Associates, Inc .b.-
760-A S. Rochester Avenue s
Ontario, CA 91761 9'fi FICA
909-937-9151
Fax -937-9152
.21-b5
Robert Niedringha s Date
R.C.E. 66388 E .6/30/06
CONTENTS
SECTION TITLE
❑ A
DISCUSSION
❑ Vicinity Map
❑ Conceptual Grading Plan (11x17)
n Q
Q100 HYDROLOGY
❑ Drainage Summary
❑ Rainfall Data
❑ Reduced Pre Development Drainage Map (11x17)
❑ Pre DdevelopmentHydrology calculatins
❑ Reduced Post -Development Drainage Map (11x17)
❑ Post Development Hydrology calculatins
❑ D
CATCH BASIN SIZING
❑ H
STORMDRAIN HYDRA ULICS
❑ Normal Depth Calculation Sheets for RCP and PVC
❑ R
REFERENCES & MAPS
❑ Soils Map (from San Bernardino County Hydrology Manual)
❑ Isohyetal Maps (from San Bernardino County Hydrology Manual)
❑ Hydrology Map (pocket)
h
DISCUSSION
The purpose of this preliminary drainage study is to determine the drainage facility requirements
+ for the commercial development Tentative Parcel Map 17334, parcels 4 through S, named as
Sierra Lakes Marketplace. Specifically, the subject tract is located south of Sierra Lakes
Parkway, north the SR -210 Freeway, west of Sierra Avenue, and east of Cypress Avenue in the
b. City of Fontana, County of San Bernardino, California.
The subject site will be a commercial site with a Costco and BestBuy stores, a Costco gas
station, buildings designated for a dental office and restaurant, plus other retail shops.
Approximate area is 27.45 acres. Proposed drainage is overland and by street flow in a generally
southerly direction. There are no offsite flows onto the site.
a
w
Most of the project's storm runoff will drain to an existing Line "C", a 60" RCP located along
the southerly boundary, between the site and the westbound off -ramp of the SR -210 Freeway.
This storm drain pipe is owned and operated by the City of Fontana. A small area along the
westerly boundary will drain to Cypress Avenue (a City of Fontana facility). It should be noted
that the runoff flow (6.9 cfs) from the 1.33 acres at the northeast corner of the site has already
been tabled and accounted for in the generated flows for Lowe's Home Improvement Center.
Ok Low flow runoff, collected by a sump catch basin, will flow to a clarifier/injection well
(MaxWell) for capture of grease, oils, and sediment and then for filtration and infiltration.
Runoff mitigation and water quality control will be accomplished by the use of a water quality
management system located along the southern boundary, just east of Costco. Here, first flush
runoff will pass through "Water Quality Units" to remove sediment and hydrocarbons. Larger
flows will bypass the unit and enter subsurface storage chambers for retention, filtration and
infiltration.
,m The 1 hour, 100 year storm event and its subsequent runoff flows were modeled and determined
by using the rational method hydrologic model, as defined and prescribed by Flood Control for
San Bernardino County. AES software was utilized for hydrology calculations, street flow depth
�* analysis, and catch basin sizing. CivilDesign's WSPGW hydraulic software program was used
to validate pipe sizes.
0
VICINITY MAP
- _-- ------ _7=
.... .. . ...
........ .. .............
.... ......
wn
--;R
r-
. . ........
so -------
INE 47
'4
VICINITY MAP
•
D
c:_ 45 7,000 F.
r
4
Voft`
5.60
7-
f!
a
D
N`
•---. ...... SCALE IN FEET
Izo I
0
LA
w.
4'
------ N41
a 441 ---
lv
COSTCO
-WHOLESALE
149,776 S.F.
12 c
\1F
\1 12'34' rMzF42J
Etc —
Tco CA
Ff—T=43.001
S
r.
it
Z
--N
........ . ..
owl�
ff
�T
.. ..... ..... . . ........ . . ..... ............
r
.. ...... .. k ------
4— 4-
. . . . . . . . . . . . . . . . . .
+
.. . ......... . . . . ....... . .
... ...... . .....
"T
... . ......... . ..... ...... . .....
. IF
....... .... . . .. .... .. ..... . ............... .. . . ........
. . ..... .......... ..
- ---------- . . ........... . ...... . .... ......
---- - - --------- CONCEPTUAL GRADING
R/W
R/w
WLY S*LY
106'
T. P. M. 17334
50' SHT. I OF 3
30' 10, 10" 30'
'
rl 2.1 6' 5' 5'
4.5- 5' .05' MADOLE & ASSOCIATES, INC.
DffST 2 I2% LEVEILLNE
CONSULTING CIVIL ENGINEERS
GROIM 27- LAND PLANNERS AND LAND SURVEYORS
Pncw talo CONC. cow.
FROR CONC
CURB & GUM? 760-A S. ROCHESTER AVENUE
C
cRouvB
Afar EMT AfZ7 EM7
CYPRESS AVENUE POUND SIERRA LAKES PARKWAY ONTARIO, CA 91761
TYPICAL SEC71ON TYPICAL SEC77ON (909) 937-9151
JA1 26-1962\tentwativ \=02.dwa. 5/24/2005 3:00:51 PM. iv
Y, r
FUTURE
PAD
.N
1.
`,qt
�ie.='='��r���Y�:Y'Y'Ti lrx�z7 - � �-'-'` _� �":_ S �. l� i"-' `S,a g6•X +=' �,
-_
- v
1
,
0 - - -
RETAIEL -
'
-% RETAIL--
- IN
F. a 4
--- ......
FF=50.75 SARK
G
4500 S.
� 76
'
-
_
C
t• .
v ' q
,
tc ':
_-_Roy
TINGs
__ — 3
i
AL L
4i
SCALE IN FEET
°--t�40 120 loo
CONCEPTUAL GRADING
T. P. M. 17334
SHT. 2 OF 3
MADOLE & ASSOCIATES, INC.
CONSULTING CML ENGINEERS
LAND PLANNERS AND LAND SURVEYORS
760—A S. ROCHESTER AVENUE
ONTARIO, CA 91761
(909) 937-9151
rl
J:\126-1962\tentative\CaD03.dwo. 5/24/2005 2:57:43 PM. iv
S;. (Ni6 FIM'
50'15.00 SOV 40.FA"
.5 -WI 5.0.0l-- 00'— ------- - ----- f56V
vagm
amPRO'POSEODRfff- 77RU AC
. ....... . .
EXTWO
ram
2Xi 2X --- ------- --
PR07RT
�T. c G
............ . .......... . . . ...... ............
.......... 7 ...........
. . ... ......... . . ......... . . . ...... . . ...... . . . ....... .... . .............. .......... . .. . . ............M ... . . ... ...... - ----
. ....... .. .. .. ...
. .......... -- --- - ..... ..
t
..... ......... ....... .
-----
SECT/ON'
-
SECTION
SECTION
J........... ...... .... . ..... -- ... . .......... .... . .... . ... -5r4tF-.--ffl .... . .... . . ...................... . . ........ . ... ....... .... ...... . .. ... . ....... . . ... . .... ........... -- - - - - - ----------------------
-- ... .. ... ...... . ............... . ........ . . . ---- - ----- . ...... ----------------- - - -- ---- - - ------ . ..... - -----
. . ...... ... ... ...... ... . .... ........ . .. ........ ...... ............. ..... . . ... . . . ...... . .............. . ..... . -
RIW .... .. .... . . . ............ ......... ...... ...... .. ........
51
Sim Ws q
. . ............. ........ - . . ..... . .... . .... . ... . . ........... ... . . . .. ................. -- I ..iii;F - RAWNY.. 15M SVNM LAWS .. .... ...... 1566- .. .......... ........ . ... . . .........
20'± 5. 40.00' PAMM
IF av_.ll'� - ----- 00:1 ADQ'
J 40.00
EVS�
AC PWT L 6'CLRB a+
2z S/OEWNK co=
1070-EMLE
4
PROTECT��'*TKMPM" ws',311- i'
SECTION D -.-SECTION............ . ..... . ............ . ......... SECTION F -
SC&E. I-tO' SCALE V- 10' sr-jx f"=10'
MIS
3' i
UMM It t1wwo 4al AW'l 5-Wj 40.00'
4' 7 m
ON 2 WAU 2UV
EX)S7M FVrE a.50 Li75aMG
46'1 20' 'a, IF fr-52.00
.... . ........ ....... . ... . ....... . . . ..... .... . ......... ...... ........ ....
RETA�t 2 PROP. AG Fl FROUrT
40
FF 7 W674
------ L7
so
. . ............. ...... . ..... ..... . .... . .......... . - - - ---- - - - ------- . . .... . . . . ......... .... . ......... MR * & - Gt --- -------
MCK DWX MW
. ......... . ...... ........... . . - - ------ --- ....... . ........ . .. . .... . . . ... . ......... .. . ...... . . .... ........ -------- . ... . ...... ..... .. ...... . . ........... ..... ... ...... ...... . .... ... . ...... ....... . ..... . . .......... .... . ..... .
OSECTION K SECTION L
T
WE 210
........ ... .. ... ... . ........... ..... ........... . . ...... . ..... .... . .. .. . . . . .......... ... ... . . ...... . ..... .............. ........... ......... ........ .... ..... ... .. . ......... .. . ......... . . ...... CONCEP TUA L GRADING
...... . .. . . . . ..... . .... ...... . . ........ ........ . . ....... . . . .... ... ... ...... ...... .. . . . . .... .... . ...... ..... . .. ... ...
RIW SOM LACE SA901 WES
PAOWMY
. ............... .. f5w
......... . . ... . . .... .... ..... .. ... . - . ....... - PARWIr
15' MIN 5w•...500 4a00' 40.00' P.M. 17JJ4
. ........ . ... ; -... -- . ...... .. ....... . . . ........ . ...... . .. ... ... ................. SHT. T OF .T
a;;
FF-561E957M MADOLE & ASSOCIATES, INC.
ExrT. c & c REW
CONSULTING CIVIL ENGINEERSDW C & G LAND PLANNERS AND LAND SURVEYORS
SECTION k SECTION N
760-A S. ROCHESTER AVENUE
ONTARIO, CA 91761
SCALE:.I -- 10 . ... ..
(909) 937-9151
JA126-1962\tentative\cu03 ff-o. 5/24/2005 1:39:07 PM. iv
5/25/2005 TPM 17334
SUMMARY
PRELIMINARY DRAINAGE STUDY
STORM RUNOFF MITIGATION
90%
Q100 (POST) -
Q100
Q100(PRE)
90% Q100 (PRE)
(CFS)
TO BE RELEASED
(CFS)
(CFS)
PRE -DEVELOPMENT
65.8
59.2
POST -DEVELOPMENT
120.1
REQUIRED RUNOFF
AMOUNT TO
60.9
MITIGATE
PERCENTAGE OF
Q100 (POST) TO
50.7
MITIGATE
MADOLE & ASSOCIATES, INC. Job TPM 17334
Civil Engineers -Land Surveyors -Planners Sheet No. of
760 S. Rochester Avenue Calculated by: RRN Date 5/2/05
Ontario, CA 91761 Checked by: Date
909-937-9151 Fax 937-9152 Scale nts
Rainfall Intensity Data
Slope of Intensity/Duration curve 0.6
Duration
hr
1
2
Return Period (year)
5 10
25
100
1
0.58
0.72
0.91 1.05
1.24
1.52
3
1.02
1.26
1.62 1.88
2.23
2.75
6
1.41
1.8
2.32 2.71
3.22
4
24
2.38
3.5
4.98 6.09
7.57
9.8
slope 0.50 0.51 0.52 0.53 0.53 0.54
I =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) -/+ Slope x Ln(ref T))
--> 1100 - 110 / Ln(100/10) x Ln(des Period / 10) + 110
TRACT '�,NO. `1609
RESIDENTIAL
STA TE R TE 210
- - T. P. M. 17334
— _-------------------- _ _ _ _ -- _ _ ----- - - o PRELIMINARY DRAINAGE MAP
LF_GEND: m PRE—DEVELOPMENT
.i
--.—DRAINAGE DRAINAGE BOUNDARY i
•.4 530' DRAINAGE PATH " MADOLE & ASSOCIATES, INC.
NODE NUMBER Qp CONSULTING CML ENGINEERS
10.T FINISH SURFACE ELEVATION SCALE IN FEET
—1671.80 o Bo 1 0 xo 3 0 � LAND
PLANNERS AND LAND SURVEYORS
INY /w7.80 INVERT ELEVATION
0 VALUE IN CFS 760—AIS-
ROCHESTER
ONTARIO, CA 91761
(909) 937-9151
J:\126-1962\storm\Drainaae\DrainaaeMaDPre.dwo. 5/25/2
w;
2
A�
v
43:51 AM. Sonnv. Sonnv
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2003 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2003 License ID 1251
Analysis prepared by:
Madole & Associates, Inc.
10601 Church Street Suite 107
Rancho Cucamonga, CA 91730
909.948.1311 Fax 948.8464
---------------------------------------------------------
PM7334 Q100 HYDROLOGY PRE -DEVELOPMENT
FILE NAME: C:\aes2003\hydrosft\ratscx\SLM100PRE\SLM.DATODD❑D❑
TIME/DATE OF STUDY: 13:31 05/04/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
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) = 1.5200
*ANTECEDENT MOISTURE CONDITION (AMC) II 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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 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
****************************************************************************
FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 21
-------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 695.00
ELEVATION DATA: UPSTREAM(FEET) = 53.00 DOWNSTREAM(FEET) = 46.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.044
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.126
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
NATURAL POOR COVER
"BARREN" A 8.72 0.42
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA RUNOFF(CFS) = 21.27
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.42
TOTAL AREA(ACRES) = 8.72 PEAK FLOW RATE(CFS) _
1.00 78 18.04
21.27
****************************************************************************
FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 81
---------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« <
MAINLINE Tc(MIN) = 18.04
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.126
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL POOR COVER
"BARREN" A 9.53 0.42 1.00 78
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 9.53 SUBAREA RUNOFF(CFS) = 23.24
EFFECTIVE AREA(ACRES) = 18.25 AREA -AVERAGED Fm(INCH/HR) = 0.42
AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 18.25 PEAK FLOW RATE(CFS) = 44.51
****************************************************************************
FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 81
-----------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« <
MAINLINE Tc(MIN) = 18.04
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.126
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL
AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
NATURAL POOR COVER
"BARREN" A
8.72 0.42 1.00
78
SUBAREA AVERAGE PERVIOUS LOSS RATE,
Fp(INCH/HR) = 0.42
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 8.72
SUBAREA RUNOFF(CFS) = 21.27
EFFECTIVE AREA(ACRES) = 26.97
AREA -AVERAGED Fm(INCH/HR)
= 0.42
AREA -AVERAGED Fp(INCH/HR) = 0.42
AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 26.97
PEAK FLOW RATE(CFS) =
65.77
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 26.97
TC(MIN.) = 18.04
EFFECTIVE AREA(ACRES) = 26.97
AREA -AVERAGED Fm(INCH/HR)=
0.42
AREA -AVERAGED Fp(INCH/HR) = 0.42
AREA -AVERAGED Ap = 1.00
PEAK FLOW RATE(CFS) = 65.77
VICINITY MAP
�11 -Ail
1141 1 102 it
11 t
A ... . ......
lu
(o�
\4
Olt
. ... ... ......
. . . . . ..... . .. .
— — — — ------
lit
. .......... .... .
t7
�44
1.... :
Z, 0-47TZ "N"W,
LEGEND:
ORM/NAGE BOUNDARY
DRAINAGE PATH
NODE NUMBER
W0100FINISH SURFACE ELEVATION
INVERT ELEVATION
Z4
�-�—O VALUE IN CFS
SCALE IN FEET
0 80 210 3 0
Iikkkjs
ii
J:\126-1962\storm\l)rainaae\DrainaueMaD.dwo. 5/25/2005 10:04:07 AM. Sonnv. Sonnv
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2003 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2003 License ID 1251
Analysis prepared by:
Madole & Associates, Inc.
10601 Church Street Suite 107
Rancho Cucamonga, CA 91730
909.948.1311 Fax 948.8464
----------------------------------------------------------------------------
TPM17334 Q100 HYDROLOGY POST -DEVELOPMENT
FILE NAME: C:\aes2003\hydrosft\ratscx\17334.DAT❑❑❑❑❑❑❑O❑❑❑❑❑❑
TIME/DATE OF STUDY: 15:24 05/24/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
*TIME -OF -CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
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) = 1.5200
*ANTECEDENT MOISTURE CONDITION (AMC) II 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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167
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
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« <
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 57.00 DOWNSTREAM(FEET) = 49.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
6.507
* 100 YEAR RAINFALL INTENSITY(INCH/HR)
=
5.764
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.)
COMMERCIAL
A 1.35
0.98
0.10 32 6.51
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR)
=
0.98
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
6.88
TOTAL AREA(ACRES) =
1.35 PEAK FLOW
RATE(CFS)
= 6.88
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 45.00 DOWNSTREAM(FEET) = 44.55
FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.21
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.88
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.63
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 375.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 6.63
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.701
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.05 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.25
EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 7.06
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 44.55 DOWNSTREAM(FEET) = 43.45
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.25
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.06
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 6.92
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 104.00 = 485.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 6.92
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.554
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.12 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.59
EFFECTIVE AREA(ACRES) = 1.52 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) = 7.47
****************************************************************************
FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« <
ELEVATION DATA: UPSTREAM(FEET) = 43.45 DOWNSTREAM(FEET) = 40.33
FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.51
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.47
PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 7.66
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 105.00 = 775.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 7.66
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.225
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.83 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.83 SUBAREA RUNOFF(CFS) = 3.83
EFFECTIVE AREA(ACRES) = 2.35 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.35 PEAK FLOW RATE(CFS) = 10.84
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 7.66
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.225
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 2.13 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 9.83
EFFECTIVE AREA(ACRES) = 4.48 AREA-AVERAGED Fm(INCH/HR) = 0.10
AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.48 PEAK FLOW RATE(CFS) = 20.67
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 7.66
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.225
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.42 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 1.94
EFFECTIVE AREA(ACRES) = 4.90 AREA-AVERAGED Fm(INCH/HR) = 0.10
AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 22.61
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 43.45 DOWNSTREAM(FEET) = 41.35
FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.33
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 22.61
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 8.08
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 985.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 8.08
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.060
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.80 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 3.57
EFFECTIVE AREA(ACRES) = 5.70 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 25.46
****************************************************************************
FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 41.35 DOWNSTREAM(FEET) = 32.90
FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.84
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 25.46
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 8.36
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 107.00 = 1215.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00
ELEVATION DATA: UPSTREAM(FEET) = 44.00 DOWNSTREAM(FEET) = 39.75
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.630
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.287
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.)
COMMERCIAL A 1.16 0.98 0.10 32 5.63
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 6.46
TOTAL AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) = 6.46
****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 36.75 DOWNSTREAM(FEET) = 36.30
FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 4.52
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.46
PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 5.98
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.00 = 305.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 5.98
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.063
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.38 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 2.04
EFFECTIVE AREA(ACRES) = 1.54 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.54 PEAK FLOW RATE(CFS) = 8.27
****************************************************************************
FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« <
ELEVATION DATA: UPSTREAM(FEET) = 36.30 DOWNSTREAM(FEET) = 35.75
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 4.99
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.27
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 6.35
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 204.00 = 415.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 6.35
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.850
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.18 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.18 SUBAREA RUNOFF(CFS) = 6.11
EFFECTIVE AREA(ACRES) = 2.72 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.72 PEAK FLOW RATE(CFS) = 14.08
****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 35.75 DOWNSTREAM(FEET) = 34.90
FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.62
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 14.08
PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 6.85
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 205.00 = 585.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 6.85
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.588
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.47 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = 7.26
EFFECTIVE AREA(ACRES) = 4.19 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.19 PEAK FLOW RATE(CFS) = 20.70
****************************************************************************
FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 34.90 DOWNSTREAM(FEET) = 34.20
FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.12
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 20.70
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 7.23
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 206.00 = 725.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 7.23
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.409
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 2.12 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 2.12 SUBAREA RUNOFF(CFS) = 10.13
EFFECTIVE AREA(ACRES) = 6.31 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 6.31 PEAK FLOW RATE(CFS) = 30.16
****************************************************************************
FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« <
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 34.20 DOWNSTREAM(FEET) = 33.50
FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.86
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 30.16
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 7.57
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 207.00 = 865.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 7.57
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.262
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.57 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 2.65
EFFECTIVE AREA(ACRES) = 6.88 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 6.88 PEAK FLOW RATE(CFS) = 31.98
****************************************************************************
FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 33.50 DOWNSTREAM(FEET) = 33.30
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.92
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 31.98
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 7.67
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 208.00 = 905.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 7.67
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.222
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.65 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 7.61
EFFECTIVE AREA(ACRES) = 8.53 AREA-AVERAGED Fm(INCH/HR) = 0.10
AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 8.53 PEAK FLOW RATE(CFS) = 39.34
****************************************************************************
FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 7.67
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.222
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.89 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.89 SUBAREA RUNOFF(CFS) = 4.10
EFFECTIVE AREA(ACRES) = 9.42 AREA-AVERAGED Fm(INCH/HR) = 0.10
AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 9.42 PEAK FLOW RATE(CFS) = 43.45
****************************************************************************
FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «« <
ELEVATION DATA: UPSTREAM(FEET) = 33.30 DOWNSTREAM(FEET) = 33.05
FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.07
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 43.45
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.80
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 209.00 = 960.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« <
MAINLINE Tc(MIN) = 7.80
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.170
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.93 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.93 SUBAREA RUNOFF(CFS) = 4.25
EFFECTIVE AREA(ACRES) = 10.35 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 10.35 PEAK FLOW RATE(CFS) = 47.25
****************************************************************************
FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 7.80
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.170
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.32 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 1.46
EFFECTIVE AREA(ACRES) = 10.67 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 10.67 PEAK FLOW RATE(CFS) = 48.71
****************************************************************************
FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 7.80
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.170
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.03 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 4.70
EFFECTIVE AREA(ACRES) = 11.70 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 11.70 PEAK FLOW RATE(CFS) = 53.41
****************************************************************************
FLOW PROCESS FROM NODE 209.00 TO NODE 107.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« <
»» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 33.10 DOWNSTREAM(FEET) = 32.80
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.05
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 53.41
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 7.99
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 107.00 = 1040.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 880.00
ELEVATION DATA: UPSTREAM(FEET) = 51.15 DOWNSTREAM(FEET) = 44.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
12.162
* 100 YEAR RAINFALL INTENSITY(INCH/HR) =
3.960
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.)
COMMERCIAL
A 2.57
0.98
0.10 32 12.16
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR)
=
0.98
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
8.93
TOTAL AREA(ACRES) =
2.57 PEAK FLOW
RATE(CFS)
= 8.93
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
»» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« <
ELEVATION DATA: UPSTREAM(FEET) = 40.50 DOWNSTREAM(FEET) = 39.60
FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.53
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.93
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 12.39
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 303.00 = 970.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 12.39
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.916
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.69 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 2.37
EFFECTIVE AREA(ACRES) = 3.26 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.26 PEAK FLOW RATE(CFS) = 11.20
****************************************************************************
FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 39.60 DOWNSTREAM(FEET) = 34.90
FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.71
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.20
PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 12.61
LONGEST FLOWPATH FROM NODE 301.00 TO NODE 304.00 = 1110.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00
ELEVATION DATA: UPSTREAM(FEET) = 46.30 DOWNSTREAM(FEET) = 40.90
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.648
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.690
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.)
COMMERCIAL A 1.22 0.98 0.10 32 6.65
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 6.14
TOTAL AREA(ACRES) = 1.22 PEAK FLOW RATE(CFS) = 6.14
****************************************************************************
FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« <
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 36.90 DOWNSTREAM(FEET) = 32.00
FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.08
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.14
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.85
LONGEST FLOWPATH FROM NODE 401.00 TO NODE 403.00 = 420.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00
ELEVATION DATA: UPSTREAM(FEET) = 46.00 DOWNSTREAM(FEET) = 41.70
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.268
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.992
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.)
COMMERCIAL A 1.66 0.98 0.10 32 8.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 7.31
TOTAL AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) = 7.31
****************************************************************************
FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00
ELEVATION DATA: UPSTREAM(FEET) = 43.00 DOWNSTREAM(FEET) = 41.70
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR)
=
6.751
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.)
COMMERCIAL
A 0.99
0.98
0.10 32 5.00
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR)
=
0.98
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
5.93
TOTAL AREA(ACRES) =
0.99 PEAK FLOW
RATE(CFS)
= 5.93
****************************************************************************
FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00
ELEVATION DATA: UPSTREAM(FEET) = 45.00 DOWNSTREAM(FEET) = 41.70
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.031
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.726
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
COMMERCIAL A 0.89 0.98
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 5.31
TOTAL AREA(ACRES) = 0.89 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.10 32 5.03
0.98
5.31
****************************************************************************
FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 270.00
ELEVATION DATA: UPSTREAM(FEET) = 45.00 DOWNSTREAM(FEET) = 39.70
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
6.264
* 100 YEAR RAINFALL INTENSITY(INCH/HR)
* 100 YEAR RAINFALL INTENSITY(INCH/HR)
=
5.897
DATA(AMC II):
SUBAREA Tc AND LOSS RATE
DATA(AMC II):
SOIL AREA Fp
Ap SCS Tc
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 1.01
0.98
0.10 32 6.26
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR) =
0.97
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
END OF STUDY SUMMARY:
SUBAREA RUNOFF(CFS) =
5.27
TOTAL AREA(ACRES) =
1.33 TC(MIN.) =
TOTAL AREA(ACRES) =
1.01 PEAK FLOW
RATE(CFS)
= 5.27
****************************************************************************
FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00
ELEVATION DATA: UPSTREAM(FEET) = 56.00 DOWNSTREAM(FEET) = 54.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.357
* 100 YEAR RAINFALL INTENSITY(INCH/HR)
= 5.845
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.)
COMMERCIAL
A 1.33 0.98
0.10 32 6.36
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR) =
0.98
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) =
6.88
TOTAL AREA(ACRES) =
1.33 PEAK FLOW RATE(CFS)
= 6.88
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) =
1.33 TC(MIN.) =
6.36
EFFECTIVE AREA(ACRES) =
1.33 AREA -AVERAGED Fm(INCH/HR)=
0.10
AREA -AVERAGED Fp(INCH/HR)
= 0.98 AREA -AVERAGED Ap
= 0.10
PEAK FLOW RATE(CFS) =
6.88
END OF RATIONAL METHOD ANALYSIS
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2003 Advanced Engineering Software (aes)
Ver. 9.0 Release Date: 01/01/2003 License ID 1251
Analysis prepared by:
Madole & Associates, Inc.
10601 Church Street Suite 107
Rancho Cucamonga, CA 91730
909.948.1311 Fax 948.8464
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 08:21 05/25/2005
Problem Descriptions:
SUMP CATCH BASIN - 5 CFS
>>>>SUMP TYPE BASIN INPUT INFORMATION««
-----------------------------------------------------------------=----------
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 5.00
BASIN OPENING(FEET) = 0.67
DEPTH OF WATER(FEET) = 0.83
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.34
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2003 Advanced Engineering Software (aes)
Ver. 9.0 Release Date: 01/01/2003 License ID 1251
Analysis prepared by:
Madole & Associates, Inc.
10601 Church Street Suite 107
Rancho Cucamonga, CA 91730
909.948.1311 Fax 948.8464
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 08:22 05/25/2005
Problem Descriptions:
SUMP CATCH BASIN - 10 CFS
»»SUMP TYPE BASIN INPUT INFORMATION««
----------------------------------------------------------------------------
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 10.00
BASIN OPENING(FEET) = 0.67
DEPTH OF WATER(FEET) = 0.83
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.68
r
..
rw
Ar
4"
WN
so
at
An
we
err
ilii
'W
aw
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-2003 Advanced Engineering Software (aes)
Ver. 9.0 Release Date: 01/01/2003 License ID 1251
Analysis prepared by:
Madole & Associates, Inc.
10601 Church Street Suite 107
Rancho Cucamonga, CA 91730
909.948.1311 Fax 948.8464
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 08:24 05/25/2005
Problem Descriptions:
SUMP CATCH BASIN — 15 CFS
»» SUMP TYPE BASIN INPUT INFORMATION««
----- ----------------------------------------------------------------------
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 15.00
BASIN OPENING(FEET) = 0.67
DEPTH OF WATER(FEET) = 0.83
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.02
MANNING'S EQUATION (N FOR TYPICAL PLAS i iC PIPE)
FOR PIPE SIZING
N 0.009
Diameter
ISo
(ft)
(in)
0.001
( 0.002 0.003
0.004
0.005
0.006
0.007
0.008
0.009
0.01
0.015
0.02
0.025
0.03
0.035
0.33
4
0.08
0.12
0.15
0.17
0.19
0.21
0.22
0.24
0.25
0.27
0.33
0.38
0.42
0.46
0.50
0.5�
6�
0.36
0.44
0.51
0.57
0.63
0.68
0.72
0.77
0.81
0.99
1.15
1.28
1.40
1.52
_0.26
0.79
0.97
1.12
1.25
1.37
1.48
1.58
1.68
1.77
2.17
2.50
2.80
3.06
3.31
_0.67
0.83_
_8_
_0.56
0.99
1.40
1.71
1.98
2.21
2.43
2.62
2.80
2.97
3.13
3.83
4.43
4.95
5.42
5.86
_10
12
1.63
2.30
2.82
3.25
3.64
3.99
4.31
4.60
4.88
5.15
6.30
7.28
8.14
8.91
9.63
_^1 _
1.25
15
4.17
5.11
5.90
6.60
7.23
7.81
8.35
8.85
9.33
11.43
13.20
14.75
16.16
17.46
^1.5
18
_2.95
4.80
6.79
8.31
9.60
10.73
11.75
12.69
13.57
14.39
15.17
18.58
21.46
23.99
26.28
28.39
1_.75
21
_
7.24
10.24
12.54
14.48
16.18
17.73
19.15
20.47
21.71
22.89
28.03
32.37
36.19
39.64
42.82
2
24
_
10.33
14.61
17.90
20.67
23.11
25.31
27.34
29.23
31.00
32.68
40.02
46.21
51.67
56.60
61.13
_
2.25
27
14.15
20.01
24.50
28.29
31.63
34.65
37.43
40.01
42.44
44.73
54.79
63.26
70.73
77.48
83.69
30
18.74
26.50
32.45
37.47
41.89
45.89
49.57
52.99
56.21
59.25
72.56
83.79
93.68
102.62
110.84
_2.5_
2_.75_
24.16
34.16
41.84
48.31
54.02
59.17
63.91
68.33
72.47
76.39
93:56
108.03
120.79
132.31
142.92
3
_33_
36
30.47
43.09
52.77
60.93
68.12
74.63
80.61
86.17
91.40
96.34
117.99
136.25
152.33
166.87
180.24
37.72
53.34
65.32
75.43
84.33
92.38
99.78
106.67
113.15
119.27
146.07
168.67
188.58
206.57
223.13
_3.25
3.5
_39
42
45.96
64.99
79.60
91.91
102.76
112.57
121.59
129.98
137.87
145.33
177.99
205.52
229.78
251.71
271.88
_
3.75
45
78.12
95.68
110.48
123.52
135.31
146.15
156.24
165.72
174.68
213.94
247.03
276.19
302.55
326.80
4
48
_55.24
65.61
92.79
113.64
131.22
146.71
160.72
173.59
185.58
196.84
207.48
254.12
293.43
328.06
359.37
388.17
_
4.25_
51
^ 77.13
109.07
133.58
154.25
172.46
188.92
204.05
218.14
231.38
243.89
298.70
344.91
385.63
422.43
456.28
4.5
54
127.03
155.58
179.65
200.85
220.02
237.65
254.06
269.47
284.05
347.89
401.71
449.12
491.99
531.41
4.75
57
_89.82
103.76
146.73
179.71
207.51
232.00
254.15
274.51
293.46
311.27
328.10
401.84
464.01
518.78
568.29
613.82
118.96
168.24
206.05
237.93
266.01
291.40
314.75
336.48
356.89
376.19
460.74
532.02
594.82
651.59
703.80
5.2_5
_60_
63
135.49
191.62
234.68
270.99
302.97
331.89
358.48
383.23
406.48
428.47
524.76
605.94
677.47
742.13
801.59
5.5
66
153.39
216.92
265.68
306.78
342.99
375.72
405.83
433.85
460.17
485.06
594.07
685.98
766.94
840.14
907.46
69
172.69
244.22
299.11
345.39
386.15
423.01
456.90
488.45
518.08
546.10
668.84
772.30
863.46
945.88
1021.66
_5._7.5_
6
72_
193.45
273.58
335.06
386.89
432.56
473.85
511.81
547.15
580.34
611.73
749.22
865.12
967.24
1059.55
1144.45
7
84
291.80
412.67
505.42
563.60
652.49
714.76
772.03
825.34
875.40
922.76
1130.14
1304.98
1459.01
1598.26
1726.32
_
8
96
416.61
589.18
721,591
833.23
931.57
1020.49
1102.25
1178.36
1249.84
1317.45
1613.54
1863.15
2083.07
2281.88
2464.72
9
108
570.35
806.59
987.87
1140.70
1275.34
1397.06
1509.00
1613.19
1711.04
1803.60
2208.95
2550.67
2851.74
3123.92
3374.22
(Q = FLOW AT "JUST" FULL CONDITION)
pipe-flow.xis 1
MANNING'S EQUATION (N FOR TYPICAL RCP)
FOR PIPE FLOW
0 N 0.013
Diameter
ISo
(ft)
(in)
1 0.001
0.002 0.003
0.004
0.005 0.006
0.007
0.008
0.009
1 0.01
0.015
0.02
0.025
0.03
0.035
0.33
4
0.06
0.08
0.10
0.12
0.13
0.14
0.16
0.17
0.18
0.19
0.23
0.26
0.29
0.32
0.35
6
0.18
0.25
0.31
0.35
0.40
0.43
0.47
0.50
0.53
0.56
0.69
0.79
0.89
0.97
1.05
_0.5_
0.67_
8
0.39
0.55
0.67
0.77
0.87
0.95
1.02
1.10
1.16
1.22
1.50
1.73
1.94
2.12
2.29
0.8.3
10
_
0.97_
1.19
1.37
1.53
1.68
1.81
1.94
2.06
2.17
2.65
3.07
3.43
3.75
4.06
_0.69
1.13
1.59
1.95
2.25
2.52
2.76
2.98
3.19
3.38
3.56
4.36
5.04
5.63
6.17
6.67
1.25_
15
2.89
3.54
4.09
4.57
5.00
5.40
5.78
6.13
6.46
7.91
9.14
10.21
11.19
12.09
1.5
---18---
_2.04
3.32_
4.70
5.75
6.64
7.43
8.14
8.79
9.40
9.97
10.50
12.87
14.86
16.61
18.19
19.65
1._75_
_
5.01_
7.09
8.68
10.02
11.20
12.27
13.26
14.17
15.03
15.85
19.41
22.41
25.05
27.44
29.64
_21
7.15
10.12
12.39
14.31
16.00
17.52
18.93
20.23
21.46
22.62
27.71
31.99
35.77
39.18
42.32
9.79
13.85
16.96
19.59
21.90
23.99
25.91
27.70
29.38
30.97
37.93
43.80
48.97
53.64
57.94
-2.25--
2.5
_27_
30
_
12.97
18.34
22.47
25.94
29.00
31.77
34.32
36.69
38.91
41.02
50.24
58.01
64.85
71.04
76.74
2.75
33
16.72
23.65
28.97
33.45
37.40
40.97
44.25
47.30
50.17
52.89
64.77
74.79
83.62
91.60
98.94
3_ ^_
21.09
29.83
36.53
42.18
47.16
51.66
55.80
59.66
63.28
66.70
81.69
94.33
105.46
115.53
124.78
3.25_
_36_
39
26.11
36.93
45.22
52.22
58.38
63.96
69.08
73.85
78.33
82.57
101.13
116.77
130.55
143.01
154.47
3.5
42
31.82
44.99
55.11
63.63
71.14
77.93
84.18
89.99
95.45
100.61
123.22
142.28
159.08
174.26
188.22
3_.75_
45
38.24
54.08
66.24
76.48
85.51
93.67
101.18
108.17
114.73
120.93
148.11
171.02
191.21
209.46
226.24
4
48
64.24
78.68
90.85
101.57
111.27
120.18
128.48
136.27
143.64
175.93
203.14
227.12
248.80
268.73
5_
51
_45.42
75.51
92.48
106.79
119.39
130.79
141.27
151.02
160.18
168.85
206.80
238.79
266.97
292.45
315.89
4.5
54
_53.39
6_2.19
87.94
107.71
124.37
139.05
152.32
164.53
175.89
186.56
196.65
240.85
278.10
310.93
340.61
367.90
4.75_
57_
101.58
124.41
143.66
160.62
175.95
190.05
203.17
215.49
227.15
278.20
321.24
359.15
393.43
424.95
60
_71.83
82.36
116.47
142.65
164.72
184.16
201.74
217.90
232.95
247.08
260.44
318.98
368.32
411.80
451.10
487.24
_5
5.25
_
63_
93.80_
132.66
162.47
187.61
209.75
229.77
248.18
265.32
281.41
296.63
363.30
419.50
469.02
513.78
554.95
5.5_
66
150.18
183.93
212.38
237.45
260.12
280.96
300.36
318.58
335.81
411.28
474.91
530.96
581.64
628.24
5._75
69
_10.6_.19
119.56
169.08
207.08
239.11
267.34
292.85
316.32
338.16
358.67
378.07
463.04
534.67
597.78
654.84
707.31
6
72
133.93
189.40
231.97
267.85
299.47
328.05
354.33
378.80
401.78
423.51
518.69
598.93
669.63
733.54
792.31
_ 7 ~_
84
202.02
285.69
349.90
404.03
451.72
494.84
534.49
571.39
606.05
638.83
782.41
903.45
1010.08
1106.49
1195.15
8
_96
288.42
407.89
499.57
576.85
644.94
706.49
763.10
815.79
865.27
912.08
1117.06
1289.87
1442.12
1579.77
1706.34
9
108
394.86
558.41
683.91
789.71
882.92
967.20 1044.69
1116.82
1184.57
1248.64
1529.27
1765.85
1974.28
2162.72
2336.00
(Q = FLOW AT "JUST" FULL CONDITION)
pipe-flow.xls 2
I "
�V'
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
A
INDEX MAP
ik
3t, g,h.'
i.
f.
.-A
A
tY
'A
t :o
B'
q
—RA
'IT
m
T AII.
vmt
-J I.
Ziff,
"NEI
A
JFK
-LLk1
W 0-
A
k' -
A.
LEGEND
SOIL GROUP BOUNDARY I IL
A SOIL GROUP DESIGNATION SCALE 1:48,000
FOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP
FOR
SOUTHWEST -A AREA
C-1
-7
C-2
SAN BERNARD
WO COUNTY
c
C-4
INDEX MAP
ik
3t, g,h.'
i.
f.
.-A
A
tY
'A
t :o
B'
q
—RA
'IT
m
T AII.
vmt
-J I.
Ziff,
"NEI
A
JFK
-LLk1
W 0-
A
k' -
A.
LEGEND
SOIL GROUP BOUNDARY I IL
A SOIL GROUP DESIGNATION SCALE 1:48,000
FOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP
FOR
SOUTHWEST -A AREA
LUCE
VALLEY
OCD
R8W R7 R w
4 fi 1 1w R R2E 1� 45'
iPHUAN I111115 Ss —I 1 1 -4
E RIA !t�-TO
T4N45 T_ .5 4.0
L
tF -Tj - T
- I I I
__T
_
mc
—4
4.5
A VALLBY
5.0
9 I 'o 12 ..0
RAT�LESNfLKE v
1-2
\L
TAl 1�
22.
o I macT N
i 11. \ `' _ \ —a —f r — I— / / + _ _� — _ --I — 4 7 18.0
lain
4-/;2ff--C
IL _J
SAN ANT 10
+Z
��I. ARIOWHE Wth L.
NAR ry)
_P7
irl - L
L 9 GITr t
�T: F T j EAR
EAWI
34-15T?N
CA
All-(
10.0_jsmow
1.v
0.0, \AL 7-
L *Apo SPRIMOS I ARL A,
%.0
1 -4
k
�AO
1' A
J12.0
I
DA.% N
10.0
�4'
if AN AN+
"•
I I r" •- - , 1 - �` % I � - - -1 e
ALTA 31 f_4
L9
A ■ SAN 'h RNARDI
IPL ND
%
0.
AMOUNT AR _R A LT
CUFAW nA FONTAN
8.0
TIS
OLTON
I TDNIE
'
AR 10, _4 N 7 T I s
0 XoL
ANDS
X
v
CREST
-P I D A,
Cm, Bch'.."'lu UPA GRAN
000,
-�
ICHINO /I
-4- N DERNAODI�RO OUNIfY R 1,45
RIV4ADE CoumiTY11V�----:�_ b.0o
X.1 f
W 14100
A
L L
R IDE
o4pol
SER
A-
-E
R4W
5.
SAN BERNARDINO COUNTY
4.5- FLOOD CONTROL DISTRICT
4.0
_ADo -R5W/ VALLEY AREA
I' TROL/ REDUCED DRAWING
%T— _JC�SOHYETALS
SCALE 1 4 MILES X4 YEAR 24 HOUR
BASED ON U.S.O.C, KORA. ATLAS 2, W3
t c A �PO SAN BER NARDINO COUNTY APP"WED
FL CONTRUL PENVINEtK
R8 w R6W HYDROLOGY MANUAL LE NY
10.0
.0 ISOLINES PPECIPITATION (INCHES) DATE SCALE
to IFILENO. JORW(L NO.
1962 1 ('-Z WRO-1 6 of It
R7W R R5 - — + } 4W 1.8 A S`!i l - 4 — ` R2E
AS I I I lwl II)°I30 / I I I �� 4 I _L_ II) A 1= I I Iti1 I
-- r — — I I I. I I I I I Iphj I HE]►EMR — t �� — ^v I I I .�
I 3
CI
rtI —I—r rt--f�-; t —,— +- — ----- I
3.0
a ter'—I=+—I---4;ly a I—� E
MIT i ! I I I l0 12.5
1
I
6 I 5 I 0 3 12 1 1 V• I I j I ",d OQ� I Iii l f -; ._ - I �\I i t �`i I _..I I I a F i I I I i �`
1 _ _ L_ 5 ,
/ I t r 3.0 �r�� I per, �' o — + T — — — x' 4=3
_ _ _ _
— 1 - ] B II 12 PA7` NE -
Q - I {01 - - - - -_ - _
e. I�V reel c�R' I T-
- 6 0 - 2 s � 2 1 --i i-�II -+
// q)h I 32 I �1.. �. ---I —( 1 -_ /L J —J~
I_ I I °'•I Y�) ow. I I {\
I MT SAN ANTONI , I °I wll
1.0 1/ ' }. I If I 6.5 I i -oxR� \? I I L _ ! °� a/ 1 I W A.
1 Fq
N —► 1 r -
- �- - a ` - FF - ;- I— +►a - -_ _ - _ �N ° I N `L (DI L
_ ��{.�/� MIM: FOR YTLE
2N —_] .-9'IS' I I �, V/I �-'
"" '��C I ,: I ! ! 11 I L GRREGQkY - ST? N
-J- -- - L � • . � cecsnlN
I— I�KLL LAKE
I r —I I r ICC MONGA \ 0 Lf eev. d I J i IVILLM[
8 b VEAx !
I(f
I j r " I • I . `t � " - I I � � . ( , 4r `J `1 ..� .x. • I , �1 5_ Y 1 I I c•� / ; I \ I
/ ' \II it ia1 i I ! `9 I ` ,' •J , I: 7MIIN.I 1 • I I I_ ARL OA,
�/ ♦ I:: _-1 -� O • v. c , % In / I� 1 1 I ` �'i I/.. Q
149
I � • I � I � I _ � � �I.
S.0 \ `dry I �ARTor , -� I �.•'%'i' c-
TC — — — •�.�.`T - �_
-} IN
DAM \ I \! } Iv 1 -�\�:. Tu. I 1 Ia I ( �t I �l I T
'*ALTA I -!--tlY+^I — J- f - :sf — -- - - -I-�- -t. I--�• \• I --4
—I—
j Y L NA - - II' I I I 3. h^r I I •o.x SAM R•*NARolryo
I' UPLAND'
eLARErair -RIA hA 0-
- kuc xoA , - - yy - -- F O N T A N A
�i-_ yS� I x�• s. --h _ •.� - -�5'NiA --� � _T �� - 1- � �."� - __ __ I 1 I ` -REf —v'L/- .��li L N I —
TIS ..wl I -
+ ONTARIO,„I 3.5+ ! OLTO + _
- - - -- - ° it -- : ”--- _ - — ! - �, \ LDB.. IINp�
--' -1 - - "'3.O •va .
•'i�, CII[
..l.xlx I -
,�
_ i E W ORAM� TER�'}�[ 1
Ll.
�uRUca �� E I •``� '
T •*I CHINO 1 - ..$r„� I I — �. - -1 .� -- 1p� — —I — —{ — I— -I--
— \ r- --j-- -r --- - - - % -- -�- — �-- - r # li- --� -r\`- + AAN A[nN OUN ° \ Icw"� {-IL
+x I/ ��.o �E I I I I R2E
LI— RIV4R.IDE I CDUNIT `� f34°00'
T2s_ ,— � - - _ ---- �- -- i -- — — I —� �I ER IDE 3.0
_t
I i I
R4W I I 115
R2W Ri Lj
Ji,I,
t _ SAN BERNARDINO cly
FLOOD CONTROL Qts T
-R5W C
I I I 111001)SIMTR0` I j I I j REDUCED DRAWING v t9L01L1YYETALS
�EA
DAM -! 1 T3S
SCALE III = 4 MILES X3 -100 YEAR 6 HOUR
MStD ON U.SD.C., KORA. RIAS t, IR3
- r-�- + - -- SAN BERNARDINO COUNTY
i I�]�3o
f C A AtMOdm r
— 3 —I— - - - - - — - - — — --
ROW , , 4 R Rsw _ HYDROLOGY MANUAL MOLIN
UNg1E:)r-aw of
FLOOD1982 m
O_17 rj^� �R1r w
T4N s� R8 —�_ I R7W I I R6W + a' I "1 : _ '
4W
R5I , -t �t I —�
_ °ao hn�ls o { R2W
Lr°� 00 RIW RIE
_ "�w R2E
N[SfEMR I ji _ - - - a- -✓-- . - - I _.L - - -_ -_ '••• I 1115h IS
h _
—(— I -- — — I — — f— —I — — - t LI — r ; — I - — -7 14N
-T
i I I WEST IT I ci
_ Iv3Li1>-t • m ARY � S►. � I i � ' '} 1 :, - 5 � ?I �s I /' "lC•1 I I I I ��i
• I I t 5 I 4 2 I? I I I• I f - _
{-- C - _I i wLl•Y
�— I — fi I�`�_I_rt I.s— ,..4 �/ _ I I IE• I"'; I i 1.. 1 IOT
T } %I
-�' -1 ` R 9 ,0 II 12 •' Ii J" I p d' - ° - --- - -' - -- y' I -f- 1±1 y
RE
toot
— �t — — —1- i — I— r. -^`1 /— — —t- �I — - — .- aT- I I _ D 1.7 �� Q —� — >•
I � i 4 I -I __- -. I I I - I ..� PK Y DFF!a o< • /- Ls/ I _� -� - � _- IL�f,
19 I 2 f92i 22 I le. (. •'�Y%S��I RIVER>-- -_ ° _ _/ .o
TA
-I- .�I I Cµ,O1 19 6 2 •ro4- I 7 �N J%r -1 - ° , T =
I >t I \ I 3z t 3a 3 r�` I • 4. — � --) ' I •}— � — — —� � � — � —I I —I — t( � �Jt
0 0 ;•
I I MT 54N
1.6 I v
L. Al
• I I � Y ~_ ROWH •r
�,�. •Oe .1.6 tet— �\ — � — —•,�• I .r[`"-_ � ••=•I. •••i,.• I `..\. \P♦EDWIN L
'T2W
I - I - - MIffL - - -� - - I I \ \I � ^•sem ��f' • - it.
1 • L�GR�6�T EREI
D n.�,
�Q�� T2N
.Li , + — _ - I'- c STEIN[ ) ` e - 1 -r3.ge
2.7c aHD \- — .— -( ,67 R LANE
NILLY[
Ian 4
1 St aRLOA.
II-4 •`4c: J I— -_�� W� 1 ER * I . {' -_. �i I —
IT
—
-1_1 N — 17 — -- -- - - — �- - - w - - \ \\ 4' C z t k a ,1r '°L. iLA s -- — I— I •a�L c,.r.
oaM I I.t } ; . .J.` >� f�•I.aer �! E.,MT, Q -'• - I „a _ A � � �. / •! � _ - `i Aw 4 � \
1,4
I I � I __ I AL rA I,/_ �.,` iCl(• _ - � ` �'I(3E z1 1 t - - - r- -r --{T --� _1- � ( �� 1 I I
IUPL' }• N - / •^l °q.J SAN RNARDINO
•1� o' _ ✓' I`'•� ii\1
LTO_ -
- 5`--
rCUCAM
T'r_X ON TAN — N>a wasN` t
TIS
0A lGarl-- -� TqN .ULUN �� / , _
- ; - -4- /
_'• - - r 1 - — 1 REDLANDS - �Y 1. - _ �.l$
-Z 1• - \ _ -t
F.,
- LOMA LINDA - a - _k• - - - - /j c^� - _.`O- - / !\ i .
-
�. •IDRi 1.5 1
`,
[T
.•.� vu =. 110'1 I .5 i' �.c, YRAN� T[RRICE I I •1.2 / 7UCAIM I a/I?-- ? I � I'•I.b
45
41
R2 I
T 2 S ` - "' —' - Ivi [ID[ . COUNT µ -
,.a,,T I ERSIDE
,SER••
oiI•A •y. `ti ^^`, „1. N1P '� R4W �D .YL
R3 R2W \ RI
Is .
rte,
SANKRNAR NO COUNTY
-
i-I F
-pw�
- I ."-- • 11 IF D CCMTROL _ -4-- - R5 . VALLEY
I LFLEY Imo• •EA
T3s — — SIN „ REDUCED DRAWING
I ID4M�'•I 1 II "^"YETI i
.,• 1.6 _r.>< SCALE 1 - 4 Mll_ES
Y00-10OYEAR I HOUR
_4A 50 SAN BERNARDINO COUNTY BASMONUXDJCL. MOAA ArLMIt, Ws
, I I •W •�
8 W HYDROLOGY MANUAL ==
•...................... 1.8 ISOLINES PRECIPITATION (INCHES) WE W.9 � 1[Q 011► M0.
Im r-It a ww + 4 of 12
I;t LUCERNE
�13i VALLEY
W I R W R6W I R5W 4W -- — f— r --- - t— =r - —
T4N 1; — ( — ,— - — W AN °,30 / i �ls '� R2W RMV 41>' RIE I. °•+, R2E
T -I .- I I I NE9PERIA 1--_'
I _
1.4 I ( I I WEST MIT , �O r-- I_ 1J- - 1- 4-
F�
.- All.. 'u•wRr i e - _ r I �' 1.2 ; d ( , .9 /i•P
4 3 I z L,I•I 4. / I i I - ' r 1 �• WLL[T A S Ilr � r y" I fi 1 '9 , —' — o — — -tn --YY•'y ye \ I r 1.3 •<</ �1 '. vP �I 1 .0 I I i
T — I -� _' 1 "i • r• I• ' RE� , \ e
t v
_ � ,�-- -• It +- --t - �- — I °— - I. — _ p•1_. —I ,6' — �- —I — + -1 -- � r �r`+
\ I RA LE SN
R�910N
L I I 'IB•t• 16 i5 , i3 , I. � r.\ 'ip/ MTN. 1• � '
T3N y- — — s
-- (- - I- -- •�•••�.� - - I I _If �ac.r' `j iW -�i - - I ��r S(� �;r
q2' I I' lvh I�•J _- T -- • \ JN
22 „ow � I' 1• I' '-i. "�P I \ I
- I I 1 1 - c•.r � ` a ___ {_ _} t-+a :, ,. J° i \ :% I I i T I -t I•
._L_ -I - I _ I.0 I '"� ° z0 • s z c. .oy- y - I'LAMMITI s _ -_°�-- ` �•. .r -� - '/ -- -- "y - - -' -
L
—
I r � 3i �•L''. 14 I s I/�` „ I I •` ry + .� \� 1 I � X1.7 � J - I � � ti -_ _- — _ I _ � �•'!•r
MT T;1N10- , I.\h • 1 1 4 I • �'/ I I (i%'S
�. �13-
O _ `f t\ -% I - '--� �\ c os
IAr f-- --� v --t--r-
r r- r T yBEF
N�= ' L ARROWNEAO - LOWIN L py
Al. • i I •<�- .- - -� •_- __ - -_ - — -- —I • ^_i�_ \ A (DPYI I
T2N ` Y ••• Ge t7Tr — — — — — {Y1-
-- 34° I ! a �- �V •�\ '�f- I- -- •v.•L^ _ I �I %" - -� • .. •�'a �f-' I I:'
i o I EY .r� - , •SEAR L I I I j,,,
' I I\ - •\ E H i
S
b
L GR�s hY 134
i?
IT
\ , .!_ _ • I.0 ( . - �'S" ••r/4a o•.o . - - ,�cc . -- - - + SN LAK[ LSV
I 1.4 1
/- fif s 1.5 \ ' S v . • �'? s°i I �\ LY Muir SMINos t w nRLoaF /
L'Y - rte_ `y .__ .: - N
` 4 —
'Ok N i
— -- -- k [ l - \\ ` \ �- — --J i — r 1 t-- - — "� ? Y - / - i'�"a LAT/— L_ •a c•aaa
-}- - -- .. 1.1T-\I • NK
17' - iTI�C Mr„ - -- -- -II [ - j �.. -�- --� = r - :j-' o - _ iT S► L• (a/
- DAM - \A , - - _ j ; o.oe. \^... % v% I t I a T ` r a. T I N
—+
Al
AL.TAL t
f
1 IUPLAND ' _ ----" � `v•+ / N I~I..`'' °J sangRNARDIN
ti
DI
cLARaroR� ••Ai ,. R I A LTO
!CUD — :r F FON TAN ANA *AS Rs Nlo --. --
I A INA' ,` O
T I S -- --' z,,• _ _ � _ � .. ,N, � � - _ - _ �� _ n.. .,t e" —"-�r°"—• -`- — --- -rir
I I e I•%
m W
0 ON•
�L T•iS
/t-.--_3 :• !I �•- (~ _ _ _ _ _ _ _ LOMA. LINDA_t'• Y' 1 ' ' _ ___ _r.� , _' __ r_ • \.-
° � �` • • +I I - - ,= CRESTM011E - -• - _- •In t [ 1 wee _' _- -LI . a � Y'
CA!,
.,�Ht S' ..,,o. �--
j ��`• I I • iRA110 TERR�E �wvc ' ' YU- IM /SAM
d� CHINO F t — -
L �e�
T 1 - b I -- � -` _ _ _ _ _ _ -1 - - .� _ ' i-- ' _ _ __ e •% ; I 1 •� .E - _ � - - __ _ _ - •.c `�; _ _% ; �y�?/ � -_ r -�- -_- , _- - -� - J'• 6a 45
SAN ![RNA ON10 1
�� -ti — - \ D - " RIE : ( R E I' I
RIV{RSID[ COUNT �]•°00'
R S I D E
I - _ -_ - •OM [ _ . - .gyp_ _ .-_ - _ _ __-
A R/
ti SpN R4W I R3 R2W \ �'° RI
I —1
• SAN BERNARDINO COUNTY
— — �' F CONTROLDISTRICT
-� — -• - - - I R 5w,
VALLEY AREA
I .`IIF OD DONT ROI
T3S - - - 1 REDUCED DRAWING
Asl, _ [[ ISOHYETALS
IDAM� SCALE 1 = 4 MILES
• Yw - 10 YEAR I HOUR
••' - '- = ' ,�3'. - �I - - SAN BERNARDINO COUNTY
• '� 10 A '"13^ MiED ON U.SD.C., KORA. ALAS 2, 1973
+ - -
I I niAs •'I %R 8 W I I � R 7 W - -- - R6 J— J ArrwvlrED eY "
HYDROLOGY MANUAL �EN , FL
•°•••••••••••••••°••••�•°••••••,• / ,8 ISOLINCS PRECIFiTAT10N (INCHES) DATE scALE FILE Nn OIIWO. No.
�J 1982 I"•2MI. WR -1 1 3 •1 12
WRRIE
4— VALLEY
4- f
+ w 1.0 R2E
R IA KI vv RIE
W I 1.� , : I I I/ .. -L *1 '' -j- -- — 11 — - -ft
T
T
.4�
T
T— T 1.2T
44 + 4- 4
su
I I I —
�7AM4 30Y I 2
RA T 14L ESN
T
T3J-
TF 25
T. 4 5.
IL —J
5 0?0- T
Ai 4.5 1
MT SAN 4NTONIO
lor -
0 '
II
4 1 4-
4
L. ARROWMEAD BALD
—4 1N L -1
N
L.... J1
-4-
SWEAR LA
CUIAN1141A
$NOW
-LLfY
36-
f5.0,o 0.
4
'')y
N or
TI
I N
1. J. 4.9
•
is• '3.5
-
J- —14—
His
AL TA 4-
&o 0 r DI
S AR
ml
o"
tN AAW 67
—4
'T
-4-- FONTAN A—
,NA wnsN
%
TIS
N TA 110 1'COLTO !
J
LOMA, LINA 6.0
0�
Ell 5.0 ill
I/
%
T -A- 1-1
LIF&A ANT TKRR�F
c
Al,
CHINO
—T
I �41
R2E
I E
?T— DIMERNA
.0 �E COUNT 3.5 -Do'
T2S
d -
I v S
T-ER I
[ L. I w �P I I z.o t I— °Is '— T m °. — j 3.0
_j
1, 7�0*`R
R W R2W
SAN BERNARDINO C
-T t FLOOD CON ROL Disw_
t t
5W REDUCED DRAWING VALLEY AREA
ADO ISOMYETALS
'IFLOO CONTROL
N.. SCALE I"= 4 MILES
'T3S - "(2 — 2 YEAR 24 HOUR
0—
o' eAsm om uxar- NOAA.ArLAG 9.11W&
t = SAN BERNARDINO COUNTY
C A .71- AAIIOVED lFlf
i lae
i— LWL III
HYDROLOGY MANUAL Oan LOW Elmomopm
R8W R 7 R6W i 0 ISOLINES PRECIPITATION (INCHES) SCAM I FU NQ JOWL IM
11#Q0 MILLEY
r - } t =+ 1 - -4 - \ -
I I R7W I R6W I +-- + 4W + '. t R2W - - - - - t- �r _RIW �;Jr RIE ° "�•, R2E
-I I I I / I J qa 1 e I �174
1I NE9rE1 _- __- Sj3 I � I I
— _ — — — — __ - -.. - - -� - - _- t _ __ — — _ .— — — r-- —
I I — WEST MIT
_ IwLur ulu . u.w.v 1 i ••/L•�� � - - wu.r
1 I a 1 3
I�- ' � 1 1 ' I— / / � i + � , RGI'LE SN It - _ �+ •,/ Q� f.
yI�
{2 L«��
T3
` ` ' 'hr I 19 y,21 22 I I� I PJ � '� l- '` �I 3� � � � 1 t T
.d 1� ' I 29 ♦ 6 2 lar° - N !ire g - �.2 -'Y --I - t - '- + - �. - __ - --r
p 14
j MT
--- 1 ~ i- I -- �- --� •� 2.2
4
L. ARROWHEADYE \D Ic L y I IN L�
, --- +- --i I � = 3 / I- � � -1- - - .L. ' •11( wE<• -- I � - - - - - -. - I -I II I
$.0 e� - 2.6 I $ �E • an, ERw1M-
T2 — -- — -- C R _ L — — - - — — I P r ` NEAR
-' I �C I •SI�� L. _R kr _fi — I — + - - — __ C- _. 341ST
':_ _ CR[[TLIN[�
�E< [N IKAL L L T� 4
an . 3.-`"
I �Yow
I IL �� y - IV �I\ L ! 11 V \ I ' I ! I \ � 4 •.' •» � ✓ — I � — � I _
I I i / ) 4 2.4 1 i P I ' • �l y ` 2.6 Ry(�11N0 9MINBS I` I i I R oA I�
\''7N -i -.
• m
1
d 11(t� ,� � r� � -; �• z 2'2,x. Y � p
nm
-- I \ ! i 4�" TTLC,Mi,n —W _./ --_ _- _ E Q - - {1�.� ` _ _ i�• / \ `^►IIYOr
DAM -�♦ '..I ;; .;.' IN
AL TA I I :L � - "•''F-�1-`�'�� - ��16 _ '' -z5 -t- +` - i Y � I �4� / � � •l I - -I-
LO MA 1.N
1 UPLAND C N
cLAllolowT » R If A LTO -
- - - -*-_ Icuc= - - -X FONTANA PN,`P IN' 1- _wash �- / <., as w
y i •• a. 3 :I :I• X75_..= .-.1 T -� T �� kEF_--�L—� �I�� —
ONTARiOii:1 t.6 ! COLT N = IR y _ „•,M,...,- - -- - i - - - - - - S
REDLANDS °» I ly 2.• _ -.I- .
- - 1 - t -- _ - - r I t LOVA. QMOA
—�
If -
i - I IDI •`a " �4; I \ . �
C t.8
+
h _ I 11 I I
W" 1 $RAID T[R[ , r
E,rukuvn I � I `\¢ I I I / /
T do CHINO h
ro» I o i� � RIE I I I R 2 E I
I i + y4 / 31'00'
— OI
T2s i
I ERSI E
I •i
I v •v/
- �- -� -_ �- - - - -- I - - -» P P - I - {� wucS- �t _ _ _ - Kw
- -_ +- -_ EPI I R3 R2W R1
\ I _i J
--;-- -t
I I ,ICLOOBA0 ;,OL`T REDUCED DRAWING
.I
S I I IDAMSCALE II+ = 4 MILES
1- - I- t°->> A - �30�- -4 - - SAN BERNARDINO COUNTY
R 8 W I - I - – – R 7 W -- - — , – RfiW �� �
HYDROLOGY MANUAL
�.O ISOLINES PRECIPITATION (INCHES)
VALLEY AREA
TSOHYETALS
XI - 2 YEAR 6 HOUR
Men ON U.&DP-, NiOAA_RW 1,WF3
AMWVV D If
F
DATE 11110".[ K[ 114 /11114 M0.
1962 i1t14 yllloi 1 of It
w
1.
i
:
,
,t
TRACT - -
VICINITY MAP
r
— _
/
RESIDENTIAL
I
i
i
U�'E
GOLF- T ACJ N0. 1 1826.
t:
'
RE.
LW
,
\\ t'•' `�' :, /-.',f, t-, � :ii it � i jf
r:
I
:
i
:
' �°•' -yam ..r; ". �.
-
•
f> I
TRA 626
�r _
-
_
,j
r
�i
e
w
�l
\
W
-
- t
_
: r
—
-
-
_ ..:..... .::.tis;:'-.'... --:: -� ,
_.�' _ � -- a
STA TE R TE 2 10 r LEGEND:
t - - - - - — - - - - - - �••�••� DRANAGE BOUNDARY
� • — • — DRAINAGE PATH
- - - - - - - NODE NUMBER
-ierr.a0 FINISH SURFACE ELEVATION
A+v=1507.m INVERT ELEVATION
I 0/00=2.4
D VALUE IN CFS
RESIDENTIAL
D AJ 19P90
h
t,l
U
/yah
SCALE IN FEET
0 100• 200' 300' 400'6 6j
^Ij.
m