HomeMy WebLinkAboutCitrus Heights NorthCITRUS HEIGHTS N "PT
O.L%..LH
CITY OF FONTANA
C -0 A DRAINAGE
STUDY
July 15, 2003
Reference 126-1770
PREPARED BY:
Madole & Associates, Inc.
10601 Church Street, Suite 107
Rancho Cucmnonga, CA 91730
(909) 948-1311
Fax 948-8464
- 6�- 71—N
go No. 083
7
57
Aaron T. S�&63 Date
R.C.E. 62183 Exp. 9/30/05
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CONTENTS
SECTION
TITLE
A
DISCUSSION
u Vicinity Map
Q1 00 RATIONAL METHOD HYDROLOGY
UH
Q100 UNIT HYDROGRAPH HYDROLOGYAND FLOOD ROUTING
u Rainfall Intensity Data
u Loss Rate and Fraction Calculations
u Approximate Basin Geometry and Outlet Hydraulics
u Q100 Unit Hydrographs (Easterly -North, Easterly -South, Westerly)
u Basin Routing (Easterly / Westerly)
R
REFERENCES & MAPS
u Soils Map (from San Bernardino County Hydrology Manual)
u Isohyetal Map (from San Bernardino County Hydrology Manual)
u Hydrology Map
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DISCUSSION
The purpose of this conceptual drainage study is to determine the approximate detention
basin facility requirements for the proposed Citrus Heights North Planned Community in
Fontana. Specifically, the subject project is located south of Duncan Canyon Road, west of
Lytle Creek Road, north of Summit Avenue, and east of Citrus Avenue, in the City of
Fontana, County of San Bernardino, California.
The subject site will consist of approximately 1200 dwelling units, comprised of both single -
and multi -family residences, with an approximate area of 190 acres. Proposed drainage is
overland and by street flow in a generally southwesterly direction. Off-site tributary area
has been neglected as off-site flows could effectively be routed around the project (to Lytle
Creek Road and Citrus Avenue). The subject site lies entirely outside the 100 -year flood
plane (FIRM designation "Zone V).
The 100 -year storm event was modeled in the rational method hydrology and unit
hydrograph calculations in this study. Other lesser return periods (storm events) necessary
for the complete design of a detention basin system will be included in the final drainage
study.
An interim drainage condition was analyzed in this conceptual study. The condition
analyzed assumes that the master plan facility ultimately available to serve the subject site,
the Summit Avenue Storm Drain (MPD Line B), does not have an acceptable outlet, and
therefore until there is an acceptable outlet, the site will drain to an existing facility. The
existing facility is an open channel and a I Ox5 RCB currently crossing Interstate 15 north of
Summit Avenue. Portions of the proposed Summit Avenue system may be used to convey
runoff from the site's detention basins to the existing system, or to a proposed system by the
Regency project by DRC located west of Lytle Creek Road (DRC has been asked to include
an allowance of 200 efs for this project in their design).
Two hypothetical detention basins were modeled: a 1.7 -acre basin (6 -feet deep) at the
southern edge of the western portion of the project, and a 2 -acre basin (10 -feet deep) in the
southwestern area of the eastern portion of the project. The cumulative discharge from these
basins is 160 cfs. Note that this rate is below not only the capacity to be provided by the
Regency project but also below the maximum allowable mitigation discharge rate as well
(calculation not included herein, however 160 cfs over 190 acres+ will be well below 90%
of undeveloped Q25).
Once downstream facilities have been completed, detention would only be necessary for any
runoff above that allowed by the master plan of drainage (which was sized for 5-7 units per
acre) if any overage is realized. While the westerly basin would likely be retired and
converted into residential lots, the easterly basin would remain, and due to the reduced
runoff, the remaining basin could act as mitigation for other projects or issues as applicable.
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The rational method hydrologic and unit hydrograph models, as defined by Flood Control
for San Bernardino County, were followed in the determination of storm runoffi AES
software was utilized for hydrology calculations, and basin routing analyses.
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MADOLE & ASSOCIATES, INC.
CONSULTING CIVIL ENGINEERS CITRUS HEIGHTS NORTH
AND LAND PLANNERS
10601 CHURCH STREET. SUITE 107
RANCHO CUCAmoNGA. CA 91730 VICINITY MAP
(909) 948-1311
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SIERRA Ellc
LAKES
SIERRA LAKES PKWY
NOT TO SCALE
MADOLE & ASSOCIATES, INC.
CONSULTING CIVIL ENGINEERS CITRUS HEIGHTS NORTH
AND LAND PLANNERS
10601 CHURCH STREET. SUITE 107
RANCHO CUCAmoNGA. CA 91730 VICINITY MAP
(909) 948-1311
J:\126-1770\storm\Prelim-Hyd-Map.dwg, 07/18/2003 12:07:55 PM, ats
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07/15/03
0 100 HYDROLOGY
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RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(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
CITRUS HEIGHTS NORTH
PRELIMINARY Q100 HYDROLOGY
BASED ON T&B 4/l/03 LOTTING STUDY/CONCEPT
oft
FILE NAME: CHN.DAT
TIME/DATE OF STUDY: 08:05 06/24/2003
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) 100-00
SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00
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) = 1.5700
*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 o.ol8/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150
ow 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 1.00 TO NODE 2.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000-00
ELEVATION DATA: UPSTREAM(FEET) = 1735.00 DOWNSTREAM(FEET) 1723.00
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 14.932
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.617
0
fm 07/15/03
ME
m
im
SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp (DECIMAL) CN (MIN.)
LAND USE GROUP (ACRES) (INCH/HR)
RESIDENTIAL 5 . .50 0.98 0.50 32 14.93
"5-7 DWELLINGS/ACRE" A
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA RUNOFF(CFS) 15.49 15.49
TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS)
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31
p" ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
.pm ELEVATION DATA: UPSTREAM(FEET) = 1717.00 DOWNSTREAM(FEET) 1699.00
FLOW LENGTH(FEET) = 1100-00 MANNING'S N = 0.013
ho ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000
DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.7 INCHES
"a PIPE -FLOW VELOCITY(FEETISEC.) = 9.19
ESTIMATED PIPE DIAMETER(INCH) = 24-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 15.49 = 16.93
PIPE TRAVEL TIME(MIN.) = 2 . 00 Tc(MIN.) . 00 = 2100.00 FEET.
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 16.93
pm * loo YEAR RAINFALL INTENSITY(INCH/HR) = 3.355
60 SUBAREA LOSS RATE DATA(AMC II): Ap SCS
DEVELOPMENT TYPE/ SCS SOIL AREA Fp (DECIMAL) CN
LAND USE GROUP (ACRES) (INCH/HR)
pm RESIDENTIAL 6.10 0.98 0.50 32
60 "5-7 DWELLINGS/ACRE" A
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.50
"m SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) 15.74
EFFECTIVE AREMACRES) 11.60 AREA -AVERAGED Fm(INCH/HR) 0.49
iw AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50
TOTAL AREMACRES) 11.60 PEAK FLOW RATE(CFS) 29.93
lko FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE 81 ----------
----------------- ---------------------------------- -- ---- -
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 16.93
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.355
OR SUBAREA LOSS RATE DATA(AMC II): Ap SCS
lb DEVELOPMENT TYPE/ SCS SOIL AREA Fp (DECIMAL) CN
LAND USE GROUP (ACRES) (INCH/HR
RESIDENTIAL 60 0.98 0.50 32
"5-7 DWELLINGS/ACRE" A 17. = 0.97
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)
W SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) 45.41
EFFECTIVE AREA(ACRES) 29.20 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50
TOTAL AREMACRES) 29.20 PEAK FLOW RATE(CFS) 75.35
pm 07/15/03 Q-3
0,
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1699-00 DOWNSTREAM(FEET) 1647.00
FLOW LENGTH(FEET) = 2300.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.87 PIPES
ESTIMATED PIPE DIAMETER(INCH) = 33-00 NUMBER OF
PIPE-FLOW(CFS) = 75.35
PIPE TRAVEL TIME(MIN.) = 2.58 Tc(MIN.) = 19.50
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 4400.00 FEET.
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81
------------------- --------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 19-50
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.081
SUBAREA LOSS RATE DATA(AMC II): Fp Ap scs
DEVELOPMENT TYPE/ SCS SOIL AREA (DECIMAL) CN
LAND USE GROUP (ACRES) (INCH/HR)
RESIDENTIAL 4.20 0.98 0.50 32
115-7 DWELLINGS/ACRE" A
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTIONr Ap = 0.50
SUBAREA AREMACRES) = 4.20 SUBAREA RUNOFF(CFS) 9.80
EFFECTIVE AREMACRES) 33.40 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 77.96
TOTAL AREMACRES) 33.40 PEAK FLOW RATE(CFS)
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE ----------
----------------------------------------- ---------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
om TOTAL NUMBER OF STREAMS = 2 STREAM 1 ARE:
CONFLUENCE VALUES USED FOR INDEPENDENT
TIME OF CONCENTRATION(MIN.) = 19-50
im RAINFALL INTENSITY(INCH/HR) = 3.08
AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.97
AREA -AVERAGED Ap = 0.50
EFFECTIVE STREAM AREMACRES) 33.40
TOTAL STREAM AREMACRES) = 33.40 77.96
PEAK FLOW RATE(CFS) AT CONFLUENCE
FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE 21 ----------
>>>>>RATIONAL_METHOD_ INITIAL- SUBAREA- ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000-00
ELEVATION DATA: UPSTREAM(FEET) = 1705.00 DOWNSTREAM(FEET) 1680.00
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.893
* loo YEAR RAINFALL INTENSITY(INCH/HR) = 3.950
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
07/15/03 Q-4
wo
0,
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL 8.80 0.98 0.50 32 12.89
"5-7 DWELLINGS/ACRE" A
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA RUNOFF(CFS) 27.42 27.42
TOTAL AREA(ACRES) 8.80 PEAK FLOW RATE(CFS)
FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 31
------- --------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1674.00 DOWNSTREAM(FEET) 1671.00
FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.52
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 27.42
PIPE TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 14.55
LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.30 = 1650.00 FEET.
FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE = 81
----------------------------------------------------------------------------
bw >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
pm MAINLINE Tc(MIN) = 14.55
im * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.673
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
pm LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL 6.50 0.98 0.50 32
"5-7 DWELLINGS/ACRE" A
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
pm SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
vw SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) 18.63 0.49
EFFECTIVE AREA(ACRES) 15.30 AREA -AVERAGED Fm(INCH/HR)
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50
pm TOTAL AREA(ACRES) 15.30 PEAK FLOW RATE(CFS) 43.86
FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 IS CODE = 31
------ ---------------------------------------------------------------------
l1w >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1671 . 00 DOWNSTREAM(FEET) 1664.00
FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.69
OR ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES
io PIPE-FLOW(CFS) = 43.86
PIPE TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 15.78 0.00 FEET.
LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.40 = 236
in
FLOW PROCESS FROM NODE 4.40 TO NODE 4.40 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 15.78
100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.499
07/15/03 Q-5
bw
m
SUBAREA LOSS RATE DATA(AMC II): Ap SCS
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL 13.60 0.98 0.50 32
"5-7 DWELLINGS/ACRE" A
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97
SUBAREA -AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 S) 36.87
SUBAREA AREMACRES) = 13.60 SUBAREA RUNOFF(CF 0.49
EFFECTIVE AREA(ACRES) = 28.90 AREA -AVERAGED Fm(INCH/HR)
AREA -AVERAGED FP(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) 28.90 PEAK FLOW RATE(CFS) 78.34
pa
IS CODE = 31
FLOW PROCESS FROM NODE 4.40 TO NODE 4.00
------- --------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
p" >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1664.00 DOWNSTREAM(FEET) 1647.00
FLOW LENGTH(FEET) = 1200.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.88 NUMBER OF PIPES
ESTIMATED PIPE DIAMETER(INCH) = 39.00
PIPE-FLOW(CFS) = 78.34 = 17.33
PIPE TRAVEL TIME(MIN.) = 1 . 55 Tc(MIN.)
LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.00 = 3560.00 FEET.
bw
ipm FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81
------- --------------------------------------------------------------------
fAw >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
wo MAINLINE Tc(MIN) = 17.33
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.308
to SUBAREA LOSS RATE DATA(AMC II): Fp Ap SCS
DEVELOPMENT TYPE/ SCS SOIL AREA (DECIMAL) CN
LAND USE GROUP (ACRES) (INCH/HR)
RESIDENTIAL 10 0.98 0.50 32
"5-7 DWELLINGS/ACRE" A 12.
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREMACRES) = 12.10 SUBAREA RUNOFF(CFS) 30.71 0.49
EFFECTIVE AREMACRES) = 41.00 AREA -AVERAGED Fm(INCH/HR) =
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50- 04.07
TOTAL AREA(ACRES) 41.00 PEAK FLOW RATE(CFS)
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE ----------
-40 ---------------------------------------------------------------
aw >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
OR TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 17.33
RAINFALL INTENSITY(INCH/HR) = 3.31
AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) 41.00
TOTAL STREAM AREA(ACRES) = 41.00 104.07
PEAK FLOW RATE(CFS) AT CONFLUENCE
CONFLUENCE DATA
pm 07/15/03 Q-6
go
Im
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 77.96 19.50 3.081 0.97( 0.49) 0.50 33.4 1.00
2 104.07 17.33 3.308 0.98( 0.49) 0.50 41.0 4.10
go
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
in CONFLUENCE FORMULA USED FOR 2 STREAMS.
On ** PEAK FLOW RATE TABLE ** Ap Ae HEADWATER
STREAM Q Tc Intensity Fp(Fm)
us NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 179.39 17.33 3.308 0.98( 0.49) 0.50 70.7 4.10
2 173.67 19.50 3.081 0.97( 0.49) 0.50 74.4 1.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 179.39 Tc(MIN.) = 17.33
EFFECTIVE AREA(ACRES) 70.67 AREA -AVERAGED Fm(INCH/HR) = 0.49
-AVERAGED Ap = 0.50
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA
TOTAL AREA(ACRES) = 74.40 1.00 TO NODE 4.00 = 4400.00 FEET.
LONGEST FLOWPATH FROM NODE
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
lAw
ELEVATION DATA: UPSTREAM(FEET) = 1647.00 DOWNSTREAM(FEET) 1617.00
pm FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013
bw DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 20.85
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES
on PIPE-FLOW(CFS) = 179.39
PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 18.13
im LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 5400.00 FEET.
pm
FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE 81
------------------ ---------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 18.13 3.219
* 100 YEAR RAINFALL INTENSITY(INCH/HR)
pm SUBAREA LOSS RATE DATA(AMC II): Fp Ap SCS
DEVELOPMENT TYPE/ SCS SOIL AREA (DECIMAL) CN
to LAND USE GROUP (ACRES) (INCH/HR
RESIDENTIAL 2.00 0.98 0.50 32
"5-7 DWELLINGS/ACRE" A
A," PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 .92
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) 4
EFFECTIVE AREA(ACRES) 72.67 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED AP = 0.50
TOTAL AREA(ACRES) = 76.40 PEAK FLOW RATE(CFS) 179.39
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE ----------
----------------- --------------------------------- -- ---- -
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.13
om
pm 07/15/03 Q-7
6w
0
an RAINFALL INTENSITY(INCH/HR) 3.22
ib AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCR/HR) = 0.97
AREA -AVERAGED Ap = 0.50
No EFFECTIVE STREAM AREA(ACRES) 72.67
to TOTAL STREAM AREA(ACRES) = 76.40
PEAK FLOW RATE(CFS) AT CONFLUENCE 179.39
FLOW PROCESS FROM NODE 5.10 TO NODE 5.20 IS CODE = 21
------------------- --------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
pm >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
6w INITIAL SUBAREA FLOW-LENGTH(FEET) 900.00 1660.00
ELEVATION DATA: UPSTREAM(FEET) 1683.00 DOWNSTREAM(FEET)
ow
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
aw SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.250
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.533
SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap scs Tc
to DEVELOPMENT TYPE/ SCS SOIL AREA Fp CN (MIN.)
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
po NATURAL FAIR COVER 0.86 1.00 46 22.34
"OPEN BRUSH" A 5.10
60 RESIDENTIAL 0.20 32 10.25
"11+ DWELLINGS/ACRE" A 10.50 0.98
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.89
pm SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.46
on SUBAREA RUNOFF(CFS) 57.85 57.85
TOTAL AREA(ACRES) 15.60 PEAK FLOW RATE(CFS)
FLOW PROCESS FROM NODE 5.20 TO NODE 5.30 IS CODE 31 ----------
------------------------------------------ ---- -- ---- - --
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1654.00 DOWNSTREAM(FEET) 1636.00
FLOW LENGTH(FEET) = 1350.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.42
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 57.85 = 12.22
PIPE TRAVEL TIME(MIN.) = 1 . 97 Tc(MIN.) 5.30 = 2250.00 FEET.
LONGEST FLOWPATH FROM NODE 5.10 TO NODE
5.30 TO NODE 5.30 IS CODE = 81
FLOW PROCESS FROM NODE
---------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 12.22
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.079
SUBAREA LOSS RATE DATA(AMC II): Ap SCS
in DEVELOPMENT TYPE/ SCS SOIL AREA Fp CN
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL
NATURAL FAIR COVER
"OPEN BRUSH" A 7.90 0.86 1.00 46
RESIDENTIAL 13.00 0.98 0.50 32
"5-7 DWELLINGS/ACRE" A
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.91
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.69
SUBAREA AREA(ACRES) 20.90 SUBAREA RUNOFF(CFS) 64.90
07/15/03 Q-8
0
4" EFFECTIVE AREA(ACRES) = 36.50 AREA -AVERAGED Fm(INCH/HR) = 0.54
AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.59
TOTAL AREA(ACRES) = 36.50 PEAK FLOW RATE(CFS) = 116.38
FLOW PROCESS FROM NODE 5.30 TO NODE 5.00 IS CODE 31
------------------- ---- ---- -- ---- ---- -- ---- - --
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1636.00 DOWNSTREAM(FEET) 1619.00
FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.76
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 116.38
PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 13.17
LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.00 = 3150.00 FEET.
FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81
---------------------------------------------------------------- -----------
bw >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 13.17
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.899
bw SUBAREA LOSS RATE DATA(AMC II): Ap SCS
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL FAIR COVER 0.86 1.00 46
"OPEN BRUSH" A 6.00
RESIDENTIAL 12.30 0.98 0.50 32
"5-7 DWELLINGS/ACRE" A 0.92
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.66
SUBAREA AREMACRES) = 18.30 SUBAREA RUNOFF(CFS) 54.18
EFFECTIVE AREA(ACRES) = 54.80 AREA -AVERAGED Fm(INCH/HR) = 0.56
AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.62 164.67
TOTAL AREA(ACRES) 54.80 PEAK FLOW RATE(CFS)
FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE
bw
>>>>>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.) = 13.17
RAINFALL INTENSITY(INCH/HR) = 3.90
AREA -AVERAGED Fm(INCH/HR) = 0.56
AREA -AVERAGED Fp(INCH/HR) = 0.91
AREA -AVERAGED Ap = 0.62
EFFECTIVE STREAM AREA(ACRES) 54.80
TOTAL STREAM AREMACRES) = 54.80
PEAK FLOW RATE(CFS) AT CONFLUENCE 164.67
40
CONFLUENCE DATA
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
4w NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 4.10
1 179.39 18.13 3.219 0.97( 0.49) 0.50 72.7
im 1 173.67 20.31 3.007 0.97( 0.49) 0.50 76.4 1.00
2 164.67 13.17 3.899 0.91( 0.56) 0.62 54.8 5.10
4w
&A
pa 07/15/03 Q-9
imo
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 327.45 13.17 3.899 0.94( 0.52) 0.56 107.6 5.10
2 310.52 18.13 3.219 0.94( 0.52) 0.55 127.5 4.10
an 3 294.34 20.31 3.007 0.94( 0.52) 0.55 131.2 1.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 327.45 Tc(MIN.) = 13.17
EFFECTIVE AREA(ACRES) 107.61 AREA -AVERAGED Fm(INCH/HR) = 0.52
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.56
TOTAL AREA(ACRES) = 131.20
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 5400.00 FEET.
FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 13.17
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.899
SUBAREA LOSS RATE DATA(AMC II):
. bw DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK A 12.70 0.98 0.85 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85
SUBAREA AREA(ACRES) = 12.70 SUBAREA RUNOFF(CFS) 35.10
EFFECTIVE AREA(ACRES) 120.31 AREA -AVERAGED Fm(INCH/HR) = 0.56
om AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.59
TOTAL AREA(ACRES) = 143.90 PEAK FLOW RATE(CFS) = 361.92
----------------------------------------------------------------------------
I END NORTHERN SYSTEM
I BEGIN SOUTHERN SYSTEM
----------------------------------------------------------------------------
60
oft
1w
40
Im
FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000-00 1635.00
ELEVATION DATA: UPSTREAM(FEET) = 1657.00 DOWNSTREAM(FEET)
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.017
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.341
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
RESIDENTIAL
"11+ DWELLINGS/ACRE" A 10.30 0.98
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20
SUBAREA RUNOFF(CFS) = 38.43
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.97
TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) =
07/15/03 Q-10
0.20 32 11.02
38.43
0
FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1630-00 DOWNSTREAM(FEET) 1620.00
FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.52
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES
PIPE-FLOW(CFS) 38.43
PIPE TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 12.21
LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.30 = 1750.00 FEET.
FLOW PROCESS FROM NODE 6.30 TO NODE 6.30 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 12.21
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.082
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
VIM RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 13.00 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) 42.05
EFFECTIVE AREA(ACRES) = 23.30 AREA -AVERAGED Fm(INCH/HR) = 0.36
be AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.37
TOTAL AREA(ACRES) 23.30 PEAK FLOW RATE(CFS) 78.09
to FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1620.00 DOWNSTREAM(FEET) 1609-00
FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.2 INCHES
imp PIPE -FLOW VELOCITY(FEET/SEC.) = 12.70
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 78.09
PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 13.19
LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.40 = 2500.00 FEET.
FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 13.19
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.896
SUBAREA LOSS RATE DATA(AMC II): SCS
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL 11.00 0.98 0.20
"11+ DWELLINGS/ACRE" A 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20
SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) 36.64
4" EFFECTIVE AREA(ACRES) 34.30 AREA -AVERAGED F�n(INCH/HR) = 0.31
07/15/03 Q-11
4m
im
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.31
TOTAL AREA(ACRES) 34.30 PEAK FLOW RATE(CFS) 110.84
FLOW PROCESS FROM NODE 6.40 TO NODE 6.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1609.00 DOWNSTREAM(FEET) 1608.00
FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.29
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 110.84
PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 14.10
LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.00 = 2900.00 FEET.
to----------------------------------------------------------------------------
END EASTERLY TWO SYSTEMS ("NORTH" AND "SOUTH")
BEGIN WESTERLY SYSTEM
----------------------------------------------------------------------------
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
bw----------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
am >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000-00
ELEVATION DATA: UPSTREAM(FEET) 1675.00 DOWNSTREAM(FEET) 1650.00
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN-) = 13.656
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.816
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.)
RESIDENTIAL 4.00 0.98 0.60 32 13.66
"3-4 DWELLINGS/ACRE" A
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA RUNOFF(CFS) 11.63
TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) 11.63
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE 61
---- ------- ---- ---- ----- -- ---- ----- -- ---- - --
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
4" UPSTREAM ELEVATION(FEET) = 1650.00 DOWNSTREAM ELEVATION(FEET) 1633.00
STREET LENGTH(FEET) 750.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10-00
INSIDE STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
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
411
07/15/03 Q-12
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 17.56
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.41
HALFSTREET FLOOD WIDTH(FEET) = 14.18
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.12
PRODUCT OF DEPTH&VELOCITY(FT-FT/SEC.) 1.69
STREET FLOW TRAVEL TIME(MIN.) = 3.03 Tc(MIN.) = 16.69
* 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.384
SUBAREA LOSS RATE DATA(AMC II): Ap scs
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
4.70 0.98 0.60 32
"3-4 DWELLINGS/ACRE" A
60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA AREA(ACRES) 4.70 SUBAREA RUNOFF(CFS) 11.84
EFFECTIVE AREA(ACRES) 8.70 AREA -AVERAGED Fm(INCH/HR) = 0.59
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60
TOTAL AREA(ACRES) 8.70 PEAK FLOW RATE(CFS) 21.91
bw END OF SUBAREA STREET FLOW HYDRAULICS: 15.51
DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 1.90
FLOW VELOCITY(FEET/SEC.) = 4.34 DEPTH*VELOCITY(FT*FT/SEC.)
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1750.00 FEET.
60
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
io
MAINLINE Tc(MIN) = 16.69
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.384
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 16.30 0.98 0.60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA AREA(ACRES) = 16.30 SUBAREA RUNOFF(CFS) 41.05
1 bw EFFECTIVE AREA(ACRES) = 25.00 AREA -AVERAGED Fm(INCH/HR) = 0.59
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60
TOTAL AREA(ACRES) 25.00 PEAK FLOW RATE(CFS) 62.97
OPP
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) = 1626.00 DOWNSTREAM(FEET) 1620.00
40 FLOW LENGTH(FEET) 400.00 MANNING'S N = 0.013
�e, �
DEPTH OF FLOW IN 33.0 INCH PIPE IS 27.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.12 F PIPES
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER 0
PTPE-FLOW(CFS) 62.97
PIPE TRAVEL TIME(MIN.) 0.55 Tc(MIN.) = 17.24
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 2150.00 FEET.
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81
----- ----------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
07/15/03 Q-13
pm
to
am
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pm
ow
0
_40
to
0
07/15/03 Q-14
MAINLINE Tc(MIN) = 17.24
to
* 100 YEAR RAINFALL INTENSITY(INCH/HR)
= 3.318
SUBAREA LOSS RATE DATA(AMC II):
am
DEVELOPMENT TYPE/ SCS SOIL
AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A
2.10 0.98 0.60
32
on
PUBLIC PARK A
1.80 0.98 0.85
32
SUBAREA AVERAGE PERVIOUS LOSS RATE,
Fp(INCH/HR) = 0.98
to
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.72
SUBAREA AREA(ACRES) = 3.90
SUBAREA RUNOFF(CFS) 9.20
EFFECTIVE AREA(ACRES) 28.90
AREA -AVERAGED Fm(INCH/HR) =
0.60
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.62
TOTAL AREA(ACRES) 28.90
PEAK FLOW RATE(CFS)
70.70
40
END OF STUDY SUMMARY:
is
TOTAL AREA(ACRES) 28.90
TC(MIN.) 17.24
EFFECTIVE AREA(ACRES) 28.90
AREA -AVERAGED FM(INCH/HR)=
0.60
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.62
00
PEAK FLOW RATE(CFS) 70.70
END OF RATIONAL METHOD ANALYSIS
low
pm
to
am
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pm
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0
07/15/03 Q-14
MADOLE & ASSOCIATES, INC.
Job Citrus Heights North 126-1770
Civil Engineers -Land Surveyors -Planners
t(t
Sheet No.
of
10601 Church Street Suite 107
Calculated by:
Date 6/25/2003
Rancho Cucamonga, CA 91730
Checked by:
Date
(909)948-1311 fax948-8464
1.04
Scale nts
I Rainfall Intensity Data I
Slope of Intensity/Duration curve F-076-7
Duration
Return Period (year)
hr
2
5 10
25
100
1
0.87
1.04
1.32
1.57
3
1.43
11 1.71 1 1.9
2.17
2.58
6
1.95
2.57 3.04
3.66
24
3.8
5.37 6.56
8.13
Slope 0.45
(for hr)
=values taken from Isohyetals, San Bernardino 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(l 00/10) x Ln(des Period / 10) + 110
pm
p"
i
ibm
4m
0
0
UH-INPUT-VALS.TXT
CITRUS HEIGHTS NORTH
PRELIMINARY DRAINAGE
JN 126-1770
DATE: 6/25/03
ATS
>> EASTERLY BASIN - NORTHERLY SYSTEM
NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (FM)
AND LOW LOSS FRACTION ESTIMATIONS FOR
AMC III:
TOTAL 24-HOUR DURATION
RAINFALL DEPTH
10.50 (inches)
SOIL -COVER AREA
CAcres)
PERCENT OF
PERVIOUS AREA
SCS CURVE LOSS RATE
NUMBER FP(in./hr.)
YIELD
TYPE
1 101.90
50-00
32.(AMC 11) 0.742
0.489
2 10.30
20.00
32.(AMC 11) 0.742
0.782
3 12.70
85-00
32.(AMC 11) 0.742
0.147
4 19.00
100.00
46.(AMC 11) 0.547
0.000
TOTAL AREA (Acres)
143.90
AREA -AVERAGED LOSS RATE, FM (in./hr.)
= 0.401
AREA -AVERAGED LOW LOSS
FRACTION, Y = 0.585
>> EASTERLY BASIN - SOUTHERLY SYSTEM
NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (FM)
AND LOW LOSS FRACTION ESTIMATIONS FOR
AMC III:
TOTAL 24-HOUR DURATION
RAINFALL DEPTH
10.50 (inches)
SOIL -COVER AREA
PERCENT OF
SCS CURVE LOSS RATE
NUMBER FP(in./hr.)
YIELD
TYPE (Acres)
1 13.00
PERVIOUS AREA
50-00
32.(AMC 11) 0.742
0.489
2 21.30
20-00
32.(AMC 11) 0.742
0.782
TOTAL AREA (Acres)
34.30
AREA -AVERAGED LOSS RATE,
FM (in./hr.)
= 0.233
AREA -AVERAGED LOW LOSS
FRACTION, Y =
0.329
>> WESTERLY BASIN
NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm)
AND LOW LOSS FRACTION
ESTIMATIONS FOR AMC III:
TOTAL 24-HOUR DURATION
RAINFALL DEPTH 10.50 (inches)
SOIL -COVER AREA
PERCENT OF
SCS CURVE LOSS RATE
NUMBER FpCin./hr.)
YIELD
TYPE (Acres)
27.10
PERVIOUS AREA
60-00
32.(AMC 11) 0.742
0.391
1
2 1.80
85.00
32.(AMC 11) 0.742
0.147
Page 1
0
UH-INPUT-VALS.TXT
TOTAL AREA (Acres) 28.90
AREA -AVERAGED LOSS RATE, FM (in./hr.) = 0.457
AREA -AVERAGED LOW LOSS FRACTION, y = 0.624
----------
Page 2
0
PM
ils
PM
kow
P"
Ow
P.
410
PM
wo
PM
110
pw
(am
On
60
On
im
so
dw
0
VO
im
Project:
Citrus Heights North
Date: .
6/25/2003 126-1770
Engineer:
Aaron Skeers
Notes:
"Easterly Basin" - North Sys Set #1
1 st-24hr
Design Storm
yr
100
1
2
Catchment Lag time
hrs
0.18
3
Catchment Area
acres
143.9
4
Base flow
cfs/sq mi
0
5
S -graph
_1!��Ie
6
Maximum loss rate, Fm
in/hr
[see calc sheet]
7
Low loss fraction, Y -bar
[see calc sheet]
8
Watershed area -averaged 5 -minute point rainfall
inches
0.58
Watershed area -averaged 30 -minute point rainfall
inches
1.19
Watershed area -averaged I -hour point rainfall
inches
1.57
Watershed area -averaged 3 -hour point rainfall
inches
3.03
Watershed area -averaged 6 -hour point rainfall
inches
4.60
Watershed area -averaged 24 -hour point rainfall
inches
10.50
9
24-hour storm unit interval
minutes
5
Point rainfall unadjusted by depth -area factors
10 Depth -area adjustment factors 5 -min 0.99
(Fig E-4) 30 -min 0.99
1 -hr 0.99
3 -hr 1
6 -hr 1
24 -hr 1
7/15/2003
M Drainage-UHinput-sheet.xls
IN
0
40
an
OM
60
on
ko
PM
wo
OM
am
PM
No
on
to
F_
No
Ow
am
Ow
to
0
0
Project:
Citrus Heights North
Date:
6/25/2003 126-1770
Engineer:
Aaron Skeers
Notes:
"Easterly Basin" - South Sys Set #2
1 st-24hr
Design Storm
yr
100
1
2
Catchment Lag time
hrs
0.19
3
Catchment Area
acres
34.3
4
Base flow
cfs/sq mi
0
5
S -graph
valley
6
Maximum loss rate, Frn
in/hr
Isee calc sheet]
7
Low loss fraction, Y -bar
[see calc sheet'i
8
Watershed area -averaged 5 -minute point rainfall
inches
0.58
Watershed area -averaged 30 -minute point rainfall
inches
1.19
Watershed area -averaged 1 -hour point rainfall
inches
1.57
Watershed area -averaged 3 -hour point rainfall
inches
3.03
Watershed area -averaged 6 -hour point rainfall
inches
4.60
Watershed area -averaged 24 -hour point rainfall
inches
10.50
9
24-hour storm unit interval
minutes
5
Point rainfall unadjusted by depth -area factors
10 Depth -area adjustment factors 5 -min 0.99
(Fig E-4) 30 -min 0.99
1 -hr 0.99
3 -hr 1
6 -hr 1
24 -hr 1
7/15/2003
Drainage-UHinput-sheet.xls
IN
OR
to
No
so
SM
wo
Ow
60
am
Ibw
Pw
No
Pon
k"
I=
am
Om
im
wn
11w
M
Project: Citrus Heights North Date: . 6/25/2003 126-1770
Engineer: Aaron Skeers
Notes:
"Westerly System"
Set #3
1 st-24hr
I
Design Storm
yr
100
2
Catchment Lag time
hrs
0.23
3
Catchment Area
acres
28.9
4
Base flow
cfs/sq mi
0
5
S -graph
- valley
6
Maximum loss rate, Fm
in/hr
[see calc sheet]
7
Low loss fraction, Y -bar
Isee caic sheet]
8
Watershed area -averaged
5 -minute point rainfall
inches
0.58
Watershed area -averaged 30 -minute point rainfall
inches
1.19
Watershed area -averaged
1 -hour point rainfall
inches
1.57
Watershed area -averaged
3 -hour point rainfall
inches
3.03
Watershed area -averaged
6 -hour point rainfall
inches
4.60
Watershed area -averaged
24 -hour point rainfall
inches
10.50
9
24-hour storm unit interval
minutes
5
Point rainfall unadjusted by depth -area factors
10 Depth -area adjustment factors 5 -min 0.99
(Fig E-4) 30 -min 0.99
1 -hr 0.99
3 -hr 1
6 -hr I
24 -hr I
7/15/2003
Drainage-UHinput-sheet.xls
Detention Basin with Pipe outlet. Easterily System
pw
iia
no
Pipe Outlet
Diameter 4 ft
Length ft
Slope ft/ft
Upstream invert ft
C 0.60
Note: V=Vertic al, H=Horiztontal outlet
P"
im
PM
%w
ism
FM
DEPTH
AREA
VOLUME
Head
Q (weir)
Q (orfic!�j
st-
Cf
ac -ft
ft
cts
o
57,600
U
0
0.0
0.00
0.0
1
60,516
1.36
1.0
37.70
-99999.0
2 1
63,504
121,068
2.78
2.0
6.63
0.0
3
66,564
186,102 i
4.Zf
3.0
60.5
4
69,696
254,232 1,
5.84 i
4.0
85.6
5
72900
325,b;3u
1.41
5.0
104.8
121.0
6
76,176
400,068
9.18
b.0
135.3
7
79524
477,918
10.97 -1-8.0
7.0
148.2
8
82,944
bbu,10z
1 160.1
9 1
86,436
643842
14.78
9.0
10
9- o-, o- u- o-
732,060
-1 U.0
60
[Dead St ae = 0 ac -ft
am
Bas*n InfiltraWn
Fm(UH)= 0 in/hr
Ap=
CN-AMCII Figure C-6
Fp=
A= 57,600 sf assume bottom area only
V= O.00E+00 ft/sec convert Fm to ft/sec
IN 0.00 CfS
ise 25
ise 50
"Q4 U 'I
. em GF= Ra M434-41.1al-.4-7-4
OM "C', from Eqn. 4.32 (converted to English units) King's (Handbook of Hydraulics), 7th Ed
Drainage-UHinput-sheet.xis
go 6/25/2003
io
IM
do Detention Basin with Pipe Outlet - Westerly System
Pipe Outlel
Diameter
Length
Slope
Upstream invert
r.
Note: V=Vertic al, H=Horiztontal outlet
On
Ow
too
ro
ow
Own
1.5 ft
ft
ftIft
ft
0.60
DEPTH
0
1
2
3-
4
5
6
AREA
sf
56,496�
59,400
62,376
65,424
68,5,Vt
J�1,iW
75,000
VOLUME
Gf
0
57,94
1 118,836
182,736
249, 720
6-�7.34
�13 1 �9,8 6
393,228
ac -ft
0
1.33
2.73
4.20
5. 73
9.03
Head
ft
0.0
1.0 14.14
2.0
3.0
1 4.0
5.0
b.0
a
cfs
0.0
4.3
9.b
12.8
! - ��
17.b
60
[Dead Storage = 0 ac -ft
"a
IN
wo
to
w
Figure C-6
assume bottom area only
convert Fm to ft/sec
ise 9
GF=-,Gf. MaRwal, Hydraulics), 7th Ed.
"C" from Eqn. 4.32 (converted to English units) King's (Handbook of
6/25/2003
Drainage-UHinput-sheet.xls
0
F L 0 0 D R 0 U T I N G A N A L Y S I S
USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986)
(c) Copyright 1989-2002 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2002 License ID 1251
Analysis prepared by:
im MADOLE & ASSOCIATES, INC.
10601 CHURCH STREET SUITE 107
go RANCHO CUCAMONGA CA 91730
to 909.948.1311 FAX -948.8464 madole@madolerc.com
DESCRIPTION OF STUDY
am
• CITRUS HEIGHTS NORTH
* PRELIMINARY DRAINAGE (EASTERLY AND WESTERLY)
• FLOWTHROUGH BASIN ANALYSIS - 2 BASINS
kw FILE NAME: CHN-UH.DAT
TIME/DATE OF STUDY: 15:56 06/25/2003
On
&W
FLOW PROCESS FROM NODE 1.00 TO NODE 5.00 IS CODE
-------- -------------------------------------------------------------------
>>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
STREAM #1)
"m (UNIT-HYDROGRAPH ADDED TO
WATERSHED AREA = 143.900 ACRES
BASEFLOW = 0.000 CFS/SQUARE-MILE
*USER ENTERED "LAG" TIME = 0.180 HOURS
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM)
MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED) S -GRAPH SELECTED
MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.400
am LOW LOSS FRACTION = 0.585
*HYDROGRAPH MODEL #1 SPECIFIED*
oft SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.58
SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.19
SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.57
SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.03
SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.60
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 10 -SO
*USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS:
5 -MINUTE FACTOR = 0.990
30 -MINUTE FACTOR = 0.990
1 -HOUR FACTOR = 0.990
3 -HOUR FACTOR = 1.000
6 -HOUR FACTOR = 1.000
di 24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG -TIME = 46.296
4m RUNOFF HYDROGRAPH LISTING LIMITS:
as
ON 06/25/03
am
UH -2
,FAS"reF-LV
4,4!r(#j
1,0
kiw
on
to
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00
MODEL TIME(HOURS) FOR END OF RESULTS = 20.00
UNIT HYDROGRAPH DETERMINATION
INTERVAL
"S" GRAPH
UNIT HYDROGRAPH
NUMBER
MEAN VALUES
ORDINATES(CFS)
----------------------------
-----------------------------------------------
1
3.830
66.660
2
25.650
379.717
3
61.679
627.010
4
86.217
427.042
5
95.548
162.367
6
98.360
48.935
7
99.220
14.968
8
99.688
8.143
9
99.922
4.072
10
100.000
1.357
----------------------------------------------------------------------------
TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 66.5716
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) 59.3102
----------------------------------------------------------------------------
06/25/03 LJH-3
0
po
to
2 4 - H 0
U R
S T 0 R M
R U
N 0 F F
H Y D
R 0 G R A P H
HYDROGRAPH IN FIVE-MINUTE
UNIT INTERVALS(CFS)
(Note: Time indicated is
at END of Each Unit Intervals)
----------------------------------------------------------------------------
TIME(HRS)
VOLUME(AF)
Q(CFS) 0.
125.0 250.0 375.0 500.0
----------------------------------------------------------------------------
12.000
19.1088
26.78
Q
V
12.083
19.2948
27.01
Q
V
12.167
19.4828
27.30
Q
V
12.250
19.6732
27.64
Q
V
12.333
19.8657
27.96
Q
V
12.417
20.0601
28.23
Q
V
No
12.500
20.2563
28.48
Q
V
12.583
20.4542
28.74
Q
V
12.667
20.6540
29.00
Q
V
12.750
20.8556
29.28
Q
V
12.833
21.0592
29.56
Q
V
12.917
21.2648
29.85
Q
V
13.000
21.4724
30.15
Q
V
13.083
21.6823
30.47
Q
V
13.167
21.8943
30.79
Q
V
13.250
22.1087
31.13
Q
V
13.333
22.3254
31.48
Q
V
13.417
22.5447
31.84
Q
V
13.500
22.7666
32.22
Q
V
13.583
22.9912
32.62
Q
V
13.667
23.2187
33.03
Q
V
13.750
23.4492
33.46
Q
V
13.833
23.6827
33.91
Q
V
13.917
23.9196
34.39
Q
V
14.000
24.1599
34.89
Q
V
14.083
24.4039
35.43
Q
V
14.167
24.6522
36.05
Q
V
14.250
24.9053
36.76
Q
V
14.333
25.1633
37.46
Q
V
14.417
25.4260
36.15
Q
V
14.500
25.6936
38.86
Q
V
14.583
25.9666
39.64
Q
V
14.667
26.2465
40.63
Q
V
14.750
26.5359
42.02
Q
V
14.833
26.8384
43.92
Q
V
14.917
27.1568
46.24
Q
V
15.000
27.4934
48.87
Q
V
15.083
27.8501
51.79
Q
V
15.167
28.2290
55.02
Q
V.
15.250
28.6329
58.64
Q
V.
15.333
29.0647
62.70
Q
V.
15.417
29.5171
65.69
Q
V.
15.500
29.9410
61.55
Q
V
15.583
30.2972
51.72
Q
V
15.667
30.6254
47.65
Q
V
15.750
30.9867
52.46
Q
V
15.833
31.4282
64.10
Q
V
15.917
31.9992
82.91
Q
V
16.000
32.7936
115.34
Q. V
16.083
34.1211
192.75
Q V
16.167
36.6078
361.07
V Q
16.250
39.7451
455.53
V Q
PM 06/25/03 LJH-4
60
on
io
aw
a%
kow
ow
bw
an
im
we
on
16.333
41.9963
326.88 Q
V .
16.417
43.1585
168.74 Q
V.
16.500
43.8171
95.63 Q
V.
16.583
44.3386
75.72 Q
V.
16.667
44.8184
69.68 Q
v
16.750
45.2445
61.86 Q
v
16.833
45.6168
54.06 Q
v
16.917
45.9456
47.73 Q
v
17.000
46.2450
43.47 Q
v
17.083
46.5250
40.66 Q
v
17.167
46.7915
38.69 Q
v
17.250
47.0470
37.10 Q
v
17.333
47.2935
35.79 Q
V
17.417
47.5323
34.68 Q
v
17.500
47.7644
33.70 Q
v
17.583
47.9904
32.83 Q
v
17.667
48.2110
32.03 Q
v
17.750
48.4266
31.30 Q
v
17.833
48.6375
30.62 Q
v
17.917
48.8440
30.00 Q
v
18.000
49.0466
29.41 Q
v
18.083
49.2453
28.85 Q
v
18.167
49.4400
28.27 Q
v
18.250
49.6306
27.68 Q
v
18.333
49.8176
27.14 Q
v
18.417
50.0013
26.68 Q
v
18.500
50.1822
26.27 Q
v
18.583
50.3604
25.88 Q
v
18.667
50.5361
25.51 Q
v
18.750
50.7094
25.16 Q
v
18.833
50.8803
24.82 Q
v
18.917
51.0491
24.50 Q
v
19.000
51.2157
24.20 Q
v
19.083
51.3804
23.91 Q
v
19.167
51.5431
23.63 Q
v
19.250
51.7039
23.36 Q
v
19.333
51.8630
23.10 Q
v
19.417
52.0203
22.85 Q
v
19.500
52.1761
22.61 Q
v
19.583
52.3302
22.38 Q
v
19.667
52.4827
22.15 Q
v
19.750
52.6338
21.94 Q
v
19.833
52.7835
21.73 Q
v
19.917
52.9317
21.53 Q
v
20.000
53.0786
21.33 Q
v
FLOW PROCESS FROM NODE 6.10 TO NODE 6.00 IS CODE
----------------------------------------------------------------------------
A -
>>>>>SUBAREA RUNOFF
(UNIT-HYDROGRAPH ANALYSIS)<<<<<
(UNIT-HYDROGRAPH
ADDED Toa�
WATERSHED AREA = 34.300 ACRES
BASEFLOW =
0.000 CFS/SQUARE-MILE
*USER ENTERED
"LAG" TIME = 0.190 HOURS
CAUTION: LAG
TIME IS LESS THAN 0.50 HOURS.
THE 5 -MINUTE
PERIOD UH MODEL (USED IN THIS COMPUTER
PROGRAM)
MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED)
S -GRAPH SELECTED
MAXIMUM WATERSHED
LOSS RATE(INCH/HOUR) = 0.233
LOW LOSS FRACTION
= 0.329
06/25/03
LTH -5
am
*HYDROGRAPH MODEL #1 SPECIFIED*
im
SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.58
SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.19
SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.57
SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.03
SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.60
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 10.50
*USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS:
5 -MINUTE FACTOR = 0.990
30 -MINUTE FACTOR = 0.990
1 -HOUR FACTOR = 0.990
3 -HOUR FACTOR = 1.000
6 -HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
60
UNIT HYDROGRAPH TIME UNIT 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG -TIME = 43.860
RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00
MODEL TIME(HOURS) FOR END OF RESULTS = 20.00
pa
UNIT HYDROGRAPH DETERMINATION
pm
bw----------------------------------------------------------------------------
INTERVAL "S" GRAPH UNIT HYDROGRAPH
NUMBER MEAN VALUES ORDINATES(CFS)
rm
I im
----------------------------------------------------------------------------
1 3.451 14.314
2 23.188 81.872
3 56.968 140.125
MR
4 83.318 109.304
bo
5 94.150 44.933
6 97.949 15.760
7 98.939 4.107
pm
8 99.497 2.315
iw
9 99.799 1.252
10 99.950 0.626
11 100.000 0.209
----------------------------------------------------------------------------
TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 8.9703
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) 21.0314
----------------------------------------------------------------------------
0
0
06/25/03 LJI-1-6
'0
2 4 - H
0 U R
S T 0 R M
R
U N 0 F F
H Y D
R 0 G R A P H
HYDROGRAPH IN FIVE-MINUTE
UNIT INTERVALS(CFS)
(Note: Time indicated is
at END
of Each Unit Intervals)
----------------------------------------------------------------------------
TIME(HRS)
VOLUME(AF)
Q(CFS) 0.
50.0 100.0 150.0 200.0
On
----------------------------------------------------------------------------
12.000
7.3553
10.31
Q
V
I im
12.083
7.4269
10.40
Q
V
12.167
7.4993
10.51
Q
V
12.250
7.5725
10.64
Q
V
12.333
7.6466
10.76
Q
V
12.417
7.7215
10.86
Q
V
12.500
7.7970
10.96
Q
V
12.583
7.8732
11.06
Q
V
12.667
7.9501
11.17
Q
V
12.750
8.0277
11.27
Q
V
12.833
8.1060
11.38
Q
V
12.917
8.1852
11.49
Q
V
13.000
8.2651
11.61
Q
V
13.083
8.3459
11.73
Q
V
13.167
8.4275
11.85
Q
V
13.250
8.5100
11.98
Q
V
13.333
8.5934
12.11
Q
V
13.417
8.6778
12.25
Q
V
13.500
6.7632
12.40
Q
V
13.583
8.8496
12.55
Q
V
13.667
8.9371
12.71
Q
V
13.750
9.0258
12.87
Q
V
13.833
9.1157
13.05
Q
V
13.917
9.2068
13.23
Q
V
14.000
9.2992
13.42
Q
V
bw
14.083
9.3931
13.63
Q
V
14.167
9.4886
13.87
Q
V
PM
14.250
9.5859
14.13
Q
V
14.333
9.6851
14.40
Q
V
60
14.417
9.7861
14.67
Q
V
14.500
9.6890
14.94
Q
V
PM
14.583
9.9939
15.23
Q
V.
14.667
10.1009
15.54
Q
V.
60
14.750
10.2102
15.87
Q
V.
14.833
10.3223
16.28
Q
V.
pq
14.917
10.4378
16.77
Q
V.
15.000
10.5573
17.36
Q
V
15.083
10.6815
18.03
Q
V
15.167
10.8110
18.80
Q
V
15.250
10.9462
19.64
Q
V
15.333
11.0881
20.60
Q
V
15.417
11.2350
21.32
Q
V
15.500
11.3763
20.52
Q
V
15.583
11.5030
18.40
Q
V
15.667
11.6220
17.27
Q
V
15.750
11.7473
18.19
Q
V
15.833
11.8901
20.74
Q
V
15.917
12.0623
25.01
Q
V
16.000
12.2852
32.37
Q
V
16.083
12.6268
49.59
Q. V
16.167
13.2261
87.03
Q V
16.250
13.9882
110.66
Q V
pu
06/25/03
LJH-7
iw
16.333
14.5948
88.07
v
16.417
14.9389
49.97
v
16.500
15.1527
31.04
Q
v
16.583
15.3194
24.20
Q
V.
16.667
15.4756
22.69
Q
V.
16.750
15.6193
20.85
Q
V.
16.833
15.7504
19.04
Q
V.
16.917
15.8708
17.48
Q
v
17.000
15.9835
16.36
Q
v
17.083
16.0908
15.58
Q
v
17.167
16.1936
14.93
Q
v
17.250
16.2924
14.35
Q
v
17.333
16.3876
13.85
Q
v
17.417
16.4802
13.42
Q
v
17.500
16.5700
13.04
Q
v
17.583
16.6574
12.70
Q
v
17.667
16.7427
12.38
Q
v
17.750
16.8261
12.10
Q
v
17.833
16.9076
11.84
Q
v
17.917
16.9874
11.59
Q
v
18.000
17.0657
11.36
Q
v
18.083
17.1425
11.15
Q
v
18.167
17.2177
10.93
Q
v
18.250
17.2914
10.70
Q
v
18.333
17.3636
10.49
Q
v
18.417
17.4346
10.31
Q
v
18.500
17.5044
10.14
Q
v
18.583
17.5733
9.99
Q
v
18.667
17.6411
9.85
Q
v
18.750
17.7080
9.71
Q
v
18.833
17.7740
9.58
Q
v
18.917
17.8391
9.46
Q
v
19.000
17.9035
9.34
Q
v
19.083
17.9670
9.23
Q
v
19.167
18.0298
9.12
Q
v
19.250
18.0919
9.01
Q
v
19.333
18.1533
8.91
Q
v
19.417
18.2140
8.82
Q
v
19.500
18.2741
8.73
Q
v
19.583
18.3336
8.64
Q
v
19.667
18.3925
8.55
Q
v
19.750
18.4508
8.47
Q
v
19.833
18.5085
8.38
Q
v
19.917
18.5657
8.31
Q
v
20.000
18.6224
8.23
Q
v
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE 7
----------------------------------------------------------------------------
>>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<<
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 1FArTFRL L
FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 3.1
------------------------------ ---------------------------------------------
>>>>>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<<
INFLOW
(STREAM 1) (4-v
06/25/03
UH -8
W V effective depth
----------- T_ (and volume)
V........
detention 1<-->l outflow
basin ...........
----------- I \
I dead I basin outlet
V storage
OUTFLOW ---------
(STREAM 1)
ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1
THROUGH A FLOW-THROUGH DETENTION BASIN
SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS:
DEAD STORAGE(AF) 0.000
SPECIFIED DEAD STORAGE(AF) FILLED 0.000
SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET 0.000
DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00
06/25/03 LTH -9
BASIN DEPTH
VERSUS OUTFLOW AND STORAGE INFORMATION:
INTERVAL
DEPTH
OUTFLOW
STORAGE
NUMBER
(FT)
(CFS)
(AF)
1
0.00
0.00
0.000
2
1.00
25.00
1.360
3
2.00
50.00
2.780
4
3.00
60.50
4.270
5
4.00
85.60
5.840
6
5.00
104.80
7.470
7
6.00
121.00
9.180
8
7.00
135.30
10.970
9
8.00
148.20
12.840
10
9.00
160.10
14.780
11
10.00
171.10
16.810
MODIFIED -PULS BASIN
ROUTING MODEL RESULTS(5-MINUTE
COMPUTATION
INTERVALS):
(Note: Computed EFFECTIVE DEPTH
and VOLUME are estimated
at the clock
time;
MEAN OUTFLOW
is the average
value
during the
unit
interval.)
PM
CLOCK
MEAN
TIME DEAD -STORAGE
INFLOW
LOSS EFFECTIVE
OUTFLOW
EFFECTIVE
(HRS) FILLED(AF)
(CFS)
(CFS) DEPTH(FT)
(CFS)
VOLUME(AF)
MR----------------------------------------------------
-----------------------
12.083
0.000
37.41
0.00
1.42
35.3
1.954
12.167
0.000
37.81
0.00
1.43
35.6
1.969
12.250
0.000
38.28
0.00
1.44
35.9
1.986
12.333
0.000
38.71
0.00
1.45
36.2
2.003
12.417
0.000
39.09
0.00
1.47
36.5
2.021
12.500
0.000
39.45
0.00
1.48
36.8
2.039
12.583
0.000
39.80
0.00
1.49
37.1
2.058
12.667
0.000
40.17
0.00
1.50
37.4
2.077
12.750
0.000
40.55
0.00
1.52
37.8
2.096
12.833
0.000
40.94
0.00
1.53
38.1
2.115
12.917
0.000
41.34
0.00
1.55
38.5
2.135
0-0
13.000
0.000
41.76
0.00
1.56
38.8
2.155
13.083
0.000
42.19
0.00
1.57
39.2
2.176
13.167
0.000
42.64
0.00
1.59
39.5
2.197
13.250
0.000
43.10
0.00
1.60
39.9
2.219
06/25/03 LTH -9
13.333
0.000
43.59
0.00
1.62
40.3
40.7
2.241
2.265
13.417
0.000
44.09
0.00
1.64
1.65
41.1
2.289
13.500
0.000
44.62
0.00
1.67
41.6
2.313
13.583
0.000
45.1*7
0.00
0.00
1.69
42.0
2.339
pa
13.667
0.000
0.000
45.74
46.34
0.00
1.71
42.5
2.366
im
13.750
13.833
0.000
46.96
0.00
1.73
42.9
2.393
13.917
0.000
47.62
0.00
1.75
43.4
2.422
2.452
14.000
0.000
48.31
0.00
1.77
44.0
44.5
2.483
14.083
0.000
49.06
0.00
0.00
1.79
1.81
45.1
2.517
14.167
0.000
0.000
49.92
50.89
0.00
1.84
45.7
2.553
po
14.250
14.333
0.000
51.86
0.00
1.87
46.3
2.591
14.417
0.000
52.81
0.00
1.89
47.0
2.631
2.672
14.500
0.000
53.80
0.00
1.92
47.7
2.716
14.583
0.000
54.87
0.00
1.96
48.5
49.3
2.764
14.667
0.000
56.17
0.00
1.99
2.03
50.0
2.818
14.750
0.000
57.90
60.20
0.00
0.00
2.07
50.5
2.885
14.833
0.000
0.000
63.01
0.00
2.13
51.0
2.967
14.917
15.000
0.000
66.23
0.00
2.19
51.7
3.068
15.083
0.000
69.82
0.00
2.27
52.4
3.167
3.328
60
15.167
0.000
73.82
0.00
2.37
53.4
54.4
3.492
15.250
0.000
78.28
0.00
2.48
2.61
55.7
3.682
PM
15.333
0.000
83.30
0.00
0.00
2.74
57.1
3.889
vo
15.417
0.000
0.000
87.01
82.07
0.00
2.85
58.4
4.052
15.500
15.583
0.000
70.12
0.00
2.90
59.2
4.127
On
15.667
0.000
64.92
0.00
2.93
59.6
4.163
4.237
15.750
0.000
70.65
0.00
2.98
60.0
61.4
4.398
imm
15.833
0.000
84.84
0.00
3.08
3.27
64.9
4.694
15.917
0.000
107.92
0.00
0.00
3.60
71.5
5.219
16.000
0.000
147.71
0.00
4.29
83.4
6.314
16.083
0.000
0.000
242.34
448.10
0.00
5.71
103.7
6.685
16.167
16.250
0.000
566.19
0.00
7.39
128.3
11.701
16.333
0.000
414.95
0.00
8.37
146.4
13.550
13.996
60
16.417
0.000
218.72
0.00
8.60
8.50
153.9
154.7
13.803
16.500
0.000
126.67
0.00
0.00
8.31
153.0
13.438
P"
16.583
0.000
0.000
99.93
92.37
0.00
8.10
150.6
13.036
16.667
16.750
0.000
82.71
0.00
7.86
147.9
12.587
60
16.833
0.000
73.11
0.00
7.60
144.8
12.094
11.570
16.917
0.000
65.22
0.00
7.32
7.03
141.2
137.6
11.035
17.000
0.000
59.83
0.00
0.00
6.74
133.7
10.501
17.083
0.000
0.000
56.24
53.62
0.00
6.45
129.5
9.979
17.167
17.250
0.000
51.46
0.00
6.16
125.4
9.470
-40
17.333
0.000
49.64
0.00
5.88
121.2
8.977
8.504
W
17.417
0.000
48.09
0.00
5.60
5.34
116.8
112.5
8.051
17.500
0.000
46.74
0.00
0.00
5.09
108.3
7.619
40
17.583
0.000
0.000
45.52
44.41
0.00
4.84
104.0
7.209
io
17.667
17.750
0.000
43.40
0.00
4.60
99.5
6.823
6.461
17.833
0.000
42.46
0.00
4.38
4.17
95.0
90.9
6.121
17.917
0.000
41.59
0.00
0.00
3.98
87.0
5.803
om
18.000
0.000
40.78
0.00
3.79
82.7
5.509
18.083
0.000
40.00
39.20
0.00
3.62
78.2
5.241
18.167
0.000
0.000
38.37
0.00
3.46
74.1
4.995
18.250
0.000
37.63
0.00
3.32
70.3
4.770
18.333
18.417
0.000
36.99
0.00
3.19
66.9
63.7
4.564
4.376
18.500
0.000
36.41
0.00
3.07
2.95
61.1
4.203
18.583
0.000
35.87
0.00
UH -10
PM
06/25/03
*USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS:
5 -MINUTE FACTOR = 0.990
30 -MINUTE FACTOR = 0.990
J -HOUR FACTOR = 0.990
3 -HOUR FACTOR = 1.000
6 -HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG -TIME = 36-232
6 RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00
p" 06/25/03 LTH- 11
T
69
40
18.667 0.000 35.36 0.00
2.84
59.4
58.3
4.037
3.875
im
18.750 0.000 34.87 0.00
0.00
2.74
2.63
57.2
3.719
18.833 0.000 34.41
0.000 33.96 0.00
2.53
56.1
3.566
40
18.917
19.000 0.000 33.54 0.00
2.43
55.0
3.418
19.083 0.000 33.13 0.00
2.33
54.0
3.275
19.167 0.000 32.74 0.00
2.24
53.0
3.135
19.250 0.000 32.37 0.00
2.15
52.0
3.000
19.333 0.000 32.01 0.00
2.06
51.1
2.869
2.742
19.417 0.000 31.67 0.00
1.97
1.89
50.0
48.3
2.626
19.500 0.000 31.33 0.00
0.00
1.82
46.4
2.520
19.583 0.000 31.01
0.000 30.70 0.00
1.75
44.6
2.424
19.667
19.750 0.000 30.40 0.00
1.69
43.0
2.338
19.833 0.000 30.11 0.00
1.63
41.5
2.259
19.917 0.000 29.83 0.00
1.58
40.2
2.188
----------------------------------------------------------------------------
PROCESS SUMMARY OF STORAGE:
INFLOW VOLUME = 80.342 AF 0.000
AF (WITH
AF INITIALLY FILLED)
BASIN STORAGE = 0.000
OUTFLOW VOLUME = 80.342 AF
LOSS VOLUME = 0.000 AF
FLOW PROCESS FROM NODE 10.00 TO NODE 13.00
IS CODE
-- -- ---- -----
-- ----
- ------------
------------------------------
>>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<<
(UNIT-HYDROGRAPH ADDED TO rSTR=EAM#3)
WATERSHED AREA = 28.900 ACRES
iw
BASEFLOW = 0.000 CFS/SQUARE-MILE
*USER ENTERED "LAG" TIME = 0.230 HOURS
pa
CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.
(USED IN THIS COMPUTER
PROGRAM)
THE 5 -MINUTE PERIOD UH MODEL
iw
MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES.
VALLEY(DEVELOPED) S -GRAPH SELECTED
MAxIMUM WATERSHED LOSS RATE(INCH/HOUR) =
0.457
LOW LOSS FRACTION = 0.624
kw
*HYDROGRAPH MODEL #1 SPECIFIED*
SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)=
0.58
SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)=
1.19
SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) =
1.57
SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) =
3.03
SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) =
4.60
SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 10-50
*USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS:
5 -MINUTE FACTOR = 0.990
30 -MINUTE FACTOR = 0.990
J -HOUR FACTOR = 0.990
3 -HOUR FACTOR = 1.000
6 -HOUR FACTOR = 1.000
24-HOUR FACTOR = 1.000
UNIT HYDROGRAPH TIME UNIT 5.000 MINUTES
UNIT INTERVAL PERCENTAGE OF LAG -TIME = 36-232
6 RUNOFF HYDROGRAPH LISTING LIMITS:
MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00
p" 06/25/03 LTH- 11
T
69
06/25/03 LJH-12
MODEL
TIME(HOURS) FOR END OF
RESULTS = 20.00
UNIT HYDROGRAPH
DETERMINATION
--------------------------------------------
-------- ----------------------
INTERVAL
"S" GRAPH
UNIT HYDROGRAPH
pis
NUMBER
MEAN VALUES
ORDINATES(CFS)
60
-------------------------------
1
--------------------------------------------
2.466
8.619
2
16.085
47.601
!pm
3
41.283
88.067
4
69.788
99.630
60
5
86.806
59.478
6
94.520
26.962
7
97.754
11.304
8
98.689
3.267
9
99.338
2.268
10
99.735
1.389
fm
11
99.934
0.694
bw
12
100.000
0.231
PM------------------------------
---------------------------------------------
. &W
TOTAL SOIL -LOSS VOLUME(ACRE-FEET)
= 14.3992
TOTAL STORM RUNOFF VOLUME(ACRE-FEET) 10.8826
----------------------
MR
------- ---------------------------------------------
60
pa
06/25/03 LJH-12
0
40
PM
Pft
bw
0
0
M
M
2 4 - H 0 U R S T 0 R M
R U N 0 F F H Y D R 0 G R A P H
06/25/03 UH -13
HYDROGRAPH IN FIVE-MINUTE
UNIT INTERVALS(CFS)
(Note: Time indicated is
at END
of Each Unit Intervals)
-----------------------------------------------------------------
TIME(HRS)
VOLUME(AF)
Q(CFS) 0.
20.0 40.0 60.0 80.0
----------------------------------------------------------------------------
12.000
3.4557
4.85
Q
V
12.083
3.4894
4.89
Q
V
12.167
3.5234
4.94
Q
V
12.250
3.5578
4.99
Q
V
12.333
3.5926
5.05
Q
V
12.417
3.6277
5.10
Q
V
12.500
3.6632
5.15
Q
V
12.583
3.6990
5.20
Q
V
12.667
3.7352
5.25
Q
V
12.750
3.7716
5.30
Q
V
12.833
3.8084
5.35
Q
V
12.917
3.8456
5.40
Q
V
13.000
3.8832
5.45
Q
V
13.083
3.9211
5.51
Q
V
13.167
3.9594
5.57
Q
V
13.250
3.9982
5.63
Q
V
13.333
4.0373
5.69
Q
V
13.417
4.0770
5.75
Q
V
13.500
4.1170
5.82
Q
V
13.583
4.1576
5.89
Q
V
13.667
4.1987
5.96
Q
V
13.750
4.2403
6.04
Q
V
13.833
4.2824
6.12
Q
V
13.917
4.3251
6.20
Q
V
14.000
4.3685
6.29
Q
V
14.083
4.4124
6.39
Q
V
14.167
4.4572
6.49
Q
V
14.250
4.5027
6.61
Q
V
14.333
4.5491
6.74
Q
V
14.417
4.5963
6.86
Q
V
14.500
4.6445
6.99
Q
V
14.583
4.6935
7.12
Q
V
14.667
4.7435
7.26
Q
V
14.750
4.7946
7.41
Q
V
14.833
4.8468
7.58
Q
V
14.917
4.9004
7.78
Q
V
15.000
4.9560
8.08
Q
V
15.083
5.0145
8.49
Q
V
15.167
5.0768
9.05
Q
V
15.250
5.1436
9.69
Q
V
15.333
5.2155
10.45
Q
V.
15.417
5.2921
11.11
Q
V.
15.500
5.3682
11.05
Q
V.
15.583
5.4380
10.14
Q
V.
15.667
5.5004
9.05
Q
V
15.750
5.5625
9.02
Q
V
15.833
5.6337
10.34
Q
V
15.917
5.7238
13.08
Q
V
16.000
5.8491
18.18
Q. V
16.083
6.0525
29.54
Q V
16.167
6.4217
53.60
V Q
16.250
6.9271
73.36
V Q
06/25/03 UH -13
16.333
7.4352
73.78
V
16.417
7.7725
48.97
Q V
16.500
7.9698
28.65
V.
16.583
8.0972
18.49
Q
V.
16.667
8.1921
13.79
Q
V
16.750
8.2765
12.25
Q
V
16.833
8.3499
10.66
Q
V
16.917
8.4139
9.29
Q
V
17.000
8.4708
8.26
Q
V
17.083
8.5233
7.62
Q
V
17.167
8.5732
7.25
Q
V
17.250
8.6210
6.94
Q
V
OR
17.333
8.6670
6.68
Q
V
17.417
8.7114
6.45
Q
V
17.500
8.7544
6.25
Q
V
17.583
8.7963
6.08
Q
V
17.667
8.8371
5.93
Q
V
17.750
8.8770
5.78
Q
V
17.833
8.9159
5.65
Q
V
17.917
8.9540
5.53
Q
V
18.000
8.9914
5.42
Q
V
VW
18.083
9.0280
5.32
Q
V
18.167
9.0639
5.21
Q
V
18.250
9.0990
5.11
Q
V
�00
18.333
9.1335
5.00
Q
V
18.417
9.1673
4.91
Q
V
18.500
9.2006
4.83
Q
V
18.583
9.2333
4.76
Q
V
18.667
9.2656
4.69
Q
V
18.750
9.2974
4.62
Q
V
18.633
9.3288
4.56
Q
V
18.917
9.3598
4.50
Q
V
00
19.000
9.3903
4.44
Q
V
ikw
19.083
9.4205
4.38
Q
V
19.167
9.4504
4.33
Q
V
19.250
9.4799
4.28
Q
V
19.333
9.5090
4.23
Q
V
19.417
9.5378
4.19
Q
V
19.500
9.5664
4.14
Q
V
19.583
9.5946
4.10
Q
V
19.667
9.6225
4.06
Q
V
19.750
9.6502
4.02
Q
V
19.833
9.6776
3.98
Q
V
19.917
9.7047
3.94
Q
V
20.000
9.7316
3.90
Q
V
FLOW PROCESS FROM
NODE 13.00
TO NODE
13.00 IS CODE
3.1 WC
-----------------
--------- -----
-------
----- ------- --
------ -------
>>>>>FLOW-THROUGH
DETENTION BASIN ROUTING
MODEL APPLIED TO
STREAM #3<<<<<
INFLOW
(STREAM
3)
V
depth
-----------
-effective
(and volume)
V........
detention
1<-->l
outflow
basin
I I ...........
-----------
a*
06/25/03
UH -14
0
I I dead basin outlet
V storage
OUTFLOW ---------
(STREAM 3)
4"
1w
ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 3
NO THROUGH A FLOW-THROUGH DETENTION BASIN
SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS:
DEAD STORAGE(AF) = 0.000
SPECIFIED DEAD STORAGE(AF) FILLED 0.000
SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET 0.000
DETENTION BASIN CONSTANT LOSS RATE(CFS) 0.00
&M
an BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION:
to
INTERVAL
DEPTH
OUTFLOW
STORAGE
DEAD -STORAGE
NUMBER
(FT)
(CFS)
(AF)
PM
1
0.00
0.00
0.000
(Aw
2
1.00
4.00
1.330
12.250
3
2.00
4.60
2.700
0.000
4
3.00
6.00
4.200
fm
5
4.00
7.00
5.700
iw
6
5.00
8.00
7.340
12.667
7
6.00
8.90
9.030
On
bw
OM
%w
-MR
am
MODIFIED -PULS BASIN ROUTING MODEL RESULTS(S-MINUTE COMPUTATION INTERVALS):
(Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time;
MEAN OUTFLOW is the average value during the unit interval.)
CLOCK
MEAN
EFFECTIVE
TIME
DEAD -STORAGE
INFLOW
LOSS
(HRS)
FILLED(AF)
(CFS)
(CFS)
-----------------------------------------------
12.083
0.000
4.89
0.00
12.167
0.000
4.94
0.00
12.250
0.000
4.99
0.00
12.333
0.000
5.05
0.00
12.417
0.000
5.10
0.00
12.500
0.000
5.15
0.00
12.583
0.000
5.20
0.00
12.667
0.000
5.25
0.00
12.750
0.000
5.30
0.00
12.833
0.000
5.35
0.00
12.917
0.000
5.40
0.00
13.000
0.000
5.45
0.00
13.083
0.000
5.51
0.00
13.167
0.000
5.57
0.00
13.250
0.000
5.63
0.00
13.333
0.000
5.69
0.00
13.417
0.000
5.75
0.00
13.500
0.000
5.82
0.00
13.583
0.000
5.89
0.00
13.667
0.000
5.96
0.00
13.750
0.000
6.04
0.00
13.833
0.000
6.12
0.00
13.917
0.000
6.20
0.00
14.000
0.000
6.29
0.00
14.083
0.000
6.39
0.00
14.167
0.000
6.49
0.00
06/25/03 LJH- 15
MEAN
EFFECTIVE
OUTFLOW
EFFECTIVE
DEPTH(FT)
(CFS)
VOLUME(AF)
----------------------------
0.95
3.8
1.261
0.95
3.8
1.269
0.96
3.8
1.277
0.97
3.9
1.285
0.9 7
3.9
1.294
0.98
3.9
1.302
0.99
3.9
1.311
0.99
4.0
1.320
1.00
4.0
1.329
1.01
4.0
1.338
1.01
4.0
1.348
1.02
4.0
1.356
1.03
4.0
1.368
1.04
4.0
1.379
1.04
4.0
1.390
1.05
4.0
1.401
1.06
4.0
1.413
1.07
4.0
1.425
1.08
4.0
1.438
1.09
4.1
1.451
1.10
4.1
1.465
1.11
4.1
1.479
1.12
4.1
1.494
1.13
4.1
1.509
1.14
4.1
1.525
1.15
4.1
1.541
06/25/03 LJH- 15
4w
di
No
14.250
0.000
6.61
0.00
1.17
4.1
1.559
im
14.333
0.000
6.74
0.00
1.18
4.1
1.577
14.417
0.000
6.86
0.00
1.19
4.1
1.596
14.500
0.000
6.99
0.00
1.21
4.1
1.615
ow
14.583
0.000
7.12
0.00
1.22
4.1
1.636
14.667
0.000
7.26
0.00
1.24
4.1
1.658
to
14.750
0.000
7.41
0.00
1.26
4.1
1.680
14.833
0.000
7.58
0.00
1.27
4.2
1.704
OM
14.917
0.000
7.78
0.00
1.29
4.2
1.729
15.000
0.000
8.08
0.00
1.31
4.2
1.755
60
15.083
0.000
8.49
0.00
1.33
4.2
1.785
15.167
0.000
9.05
0.00
1.36
4.2
1.818
fpm
15.250
0.000
9.69
0.00
1.38
4.2
1.856
taw
15.333
0.000
10.45
0.00
1.42
4.2
1.899
15.417
0.000
11.11
0.00
1.45
4.3
1.946
15.500
0.000
11.05
0.00
1.48
4.3
1.993
OM
15.583
0.000
10.14
0.00
1.51
4.3
2.033
15.667
0.000
9.05
0.00
1.54
4.3
2.065
law
15.750
0.000
9.02
0.00
1.56
4.3
2.098
15.633
0.000
10.34
0.00
1.59
4.3
2.139
oft
15.917
0.000
13.08
0.00
1.63
4.4
2.199
im
16.000
0.000
18.18
0.00
1.70
4.4
2.294
16.083
0.000
29.54
0.00
1.83
4.5
2.467
16.167
0.000
53.60
0.00
2.07
4.6
2.804
om
16.250
0.000
73.38
0.00
2.38
4.9
3.276
aw
16.333
0.000
73.78
0.00
2.70
5.4
3.747
16.417
0.000
48.97
0.00
2.90
5.7
4.045
16.500
0.000
28.65
0.00
3.00
5.9
4.201
16.583
0.000
18.49
0.00
3.06
6.0
4.287
kAw
16.667
0.000
13.79
0.00
3.09
6.1
4.340
16.750
0.000
12.25
0.00
3.12
6.1
4.383
16.833
0.000
10.66
0.00
3.14
6.1
4.414
am
16.917
0.000
9.29
0.00
3.16
6.1
4.435
60
17.000
0.000
8.26
0.00
3.17
6.2
4.450
17.083
0.000
7.62
0.00
3.17
6.2
4.460
17.167
0.000
7.25
0,00
3.18
6.2
4.467
po
17.250
0.000
6.94
0.00
3.18
6.2
4.473
17.333
0.000
6.68
0.00
3.18
6.2
4.476
17.417
0.000
6.45
0.00
3.19
6.2
4.478
17.500
0.000
6.25
0.00
3.19
6.2
4.478
17.583
0.000
6.08
0.00
3.19
6.2
4.478
17.667
0.000
5.93
0.00
3.18
6.2
4.476
17.750
0.000
5.78
0.00
3.18
6.2
4.473
17.833
0.000
5.65
0.00
3.18
6.2
4.469
17.917
0.000
5.53
0.00
3.18
6.2
4.465
18.000
0.000
5.42
0.00
3.17
6.2
4.460
18.083
0.000
5.32
0.00
3.17
6.2
4.454
18.167
0.000
5.21
0.00
3.16
6.2
4.447
18.250
0.000
5.11
0.00
3.16
6.2
4.440
18.333
0.000
5.00
0.00
3.15
6.2
4.432
18.417
0.000
4.91
0.00
3.15
6.2
4.423
18.500
0.000
4.83
0.00
3.14
6.1
4.414
18.583
0.000
4.76
0.00
3.14
6.1
4.405
18.667
0.000
4.69
0.00
3.13
6.1
4.395
18.750
0.000
4.62
0.00
3.12
6.1
4.385
40
18.833
0.000
4.56
0.00
3.12
6.1
4.374
18.917
0.000
4.50
0.00
3.11
6.1
4.363
di
19.000
0.000
4.44
0.00
3.10
6.1
4.351
19.083
0.000
4.38
0.00
3.09
6.1
4.339
40
19.167
0.000
4.33
0.00
3.08
6.1
4.327
19.250
0.000
4.28
0.00
3.08
6.1
4.315
19.333
0.000
4.23
0.00
3.07
6.1
4.302
19.417
0.000
4.19
0.00
3.06
6.1
4.289
19.500
0.000
4.14
0.00
3.05
6.1
4.276
06/25/03
UH -16
is wev
Ljc.rrG A4
r -A 0 M
SK(A15-
19.583
0.000
4.10 0.00 3.04 6.0 4.263
6.0 4.249
19.667
0.000
4.06 0.00 3.03
0.00 3.02 6.0 4.235
19.750
0.000
0.000
4.02
3.98 0.00 3.01 6.0 4.221
40
19.833
19.917
0.000
3.94 0.00 3.00 6.0 4.207
--------------------------------
to-------------------------------------------
PROCESS SUMMARY OF STORAGE:
INFLOW VOLUME =
10.883 AF 0.000 AF INITIALLY FILLED)
AF (WITH
40
BASIN STORAGE =
0.000
OUTFLOW VOLUME =
10.883 AF
LOSS VOLUME =
0.000 AF
FLOW PROCESS FROM NODE 13.00
TO NODE 6.00 IS CODE 7
-------- -------------------------------------------------------------------
>>>>>STREAM NUMBER 3
ADDED TO STREAM NUMBER 1<<<<<
FLOW PROCESS FROM NODE 7.00
TO NODE 7.00 IS CODE ------------
- --
------------------------------------------
---- -- ----
>>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<<
STREAM HYDROGRAPH IN
FIVE-MINUTE UNIT INTERVALS(CFS)
(Note: Time indicated is
at END of Each Unit Intervals) -------------
--
-
-- --- -- ---- ---- ----------
-------- --------------------
TIME(HRS) VOLUME(AF)
Q(CFS) 0.
50.0 100.0 150.0 200.0
- ----------------------
-----------------------------------------------------
12.000 26.7269
38.84
Q V
60
12.083 26.9963
39.11
Q V
12.167 27.2676
39.39
Q V
12.250 27.5410
39.70
Q V
12.333 27.8166
40.02
Q V
12.417 28.0945
40.36
Q V
12.500 28.3749
40.70
Q V
12.583 28.6576
41.05
Q V
bw
12.667 28.9428
41.41
Q V
12.750 29.2304
41.77
Q V
12.833 29.5205
42.12
Q V
12.917 29.8130
42.47
Q V
13.000 30.1080
42.83
Q V
13.083 30.4054
43.19
Q V
13.167 30.7055
43.57
Q V
13.250 31.0082
43.95
Q V
13.333 31.3136
44.35
Q V
13.417 31.6219
44.76
Q V
13.500 31.9330
45.18
Q. V
__40
13.583 32.2471
45.61
Q. V
60
13.667 32.5643
46.06
Q V
13.750 32.8848
46.53
Q V
13.833 33.2085
47.01
Q V
13.917 33.5358
47.51
Q V
14.000 33.8666
48.04
Q V
14.083 34.2012
48.58
Q. V
14.167 34.5398
49.16
Q V
14.250 34.8826
49.78
Q V
14.333 35.2299
50.44
Q V
14.417 35.5821
51.13
Q V
14.500 35.9392
51.86
Q V
14.583 36.3016
52.62
Q V
14.667 36.6696
53.43
Q V
14.750 37.0425
54.14
Q V
14.833 37.4190
S4.66
Q V
UH -17
06/25/03
is wev
Ljc.rrG A4
r -A 0 M
SK(A15-
40
40
a
14.917
15.000
15.083
15.167
15.250
15.333
15.417
15.500
15.583
15.667
15.750
15.833
15.917
16.000
16.083
16.167
16.250
16.333
16.417
16.500
37.7991
38.1838
38.5739
38.9704
39.3744
39.7871
40.2096
40.6412
41.0787
41.5190
41.9621
42.4149
42.8921
43.4147
44.0200
44.7661
45.6838
46.7293
47.8287
48.9350
55.20
55.85
56.64
57.57
58.66
59.93
61.35
62.67
63.53
63.93
64.34
65.75
69.28
75.88
87.89
108.34
133.24
151.81
159
1160. 3
Q v
Q v
Q v
Q v
Q v
Q v
Q v
Q v
Q v
Q v
Q v
Q v
Q v
Q V.
Q V.
V.Q
v
v
v
v
Q
Q
Q
Q
16.583----S
=-1
'T59 -U2
v
Q
16.667
51.1094
156.71
v
Q
16.750
52.1703
154.04
v
Q
16.833
53.2094
150.89
v
Q
16.917
54.2246
147.40
v
Q.
17.000
55.2146
143.75
v
Q
17.083
56.1776
139.82
V
Q
17.167
57.1118
135.65
V Q
17.250
58.0176
131.53
VQ
17.333
58.8949
127.38
Q
17.417
59.7422
123.02
Q
V
17.500
60.5592
118.64
Q
V
17.583
61.3474
114.45
Q
v
17.667
62.1061
110.15
Q
v
v
17.750
62.8336
105.64
Q
17.833
63.5308
101.23
Q
v
17.917
64.1994
97.09
Q.
v
imp
18.000
64.8408
93.14
Q
v
v
18.083
65.4526
88.83
Q
v
18.167
66.0334
84.33
Q
V.
18.250
66.5859
80.22
Q
V.
bw
18.333
6-7.1124
76.45
Q
V.
18.417
67.6152
73.00
Q
V.
18.500
68.0963
69.85
Q
v
om
18.583
68.5595
67.25
Q
v
18.667
69.0111
65.57
Q
v
18.750
69.4547
64.41
Q
v
18.833
69.8906
63.29
Q
v
18.917
70.3189
62.19
Q
v
19.000
70.7399
61.13
Q
v
19.083
71.1537
60.09
Q
v
M
19.167
71.5606
59-08
Q
v
19.250
71.9608
58.11
Q
v
0
19.333
72.3545
57.16
Q
v
19.417
72.7405
56.05
Q
v
40
19.500
73.1149
54.36
Q
v
19.583
73.4757
52.40
Q
v
iw
19.667
73.8243
50.62
Q
v
19.750
74.1618
49.00
Q.
v
W
19.833
74.4892
47.54
Q.
v
19.917
74.8075
46.21
Q.
v
20.000
75.1174
45.00
Q
END OF
FLOODSCX ROUTING
ANALYSIS
UH -18
06/25/03
P64 r-
0%ATFL-0k--
Ftar**'
8,D'rff &4ftAJ.S'
V'v NV
No "'A 1, '1 Z_
Mail
mail
) , - -- �n� - I �_, . . 1.1,
N"
eA%
+
J,
ai
7
1 1.
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