HomeMy WebLinkAboutJuniper Ave Storm Drain & Detention Basin Vol 2 of 2ALLARD ENGINEERING
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City Of Fontana
Juniper Avenue Storm Drain & Detention Basin
From
Baseline Avenue
To
South Highland Avenue
HYDROLOGY &HYDRAULIC
REPORT
VOLUME 2 OF 2
Juniper Detention Basin
May 12, 2004
Revised July 14, 2004
Revised September 15, 2004
Prepared under the supervision of.-
David
f:
David 5 Hammer ACE 43976 Exp. 06-30-05
6253 Sierra Avenue Fontana, CA 92335 (909) 356-1615 * (909) 356-1795
Table of Contents
Introduction.......................................................................1
Purpose............................................................................1
Methodology......................................................................1
Findings...........................................................................1
Detention Basin/Project Mitigation..........................................2
Summary.........................................................................2
Appendix
♦ Hydrology Exhibits and 24 -Hour Synthetic Critical Storm Pattern
♦ Watershed Hydrology
A) 100 and 25 -Year Rational Method AMC II for Detention Basin Watershed
Developed Condition
B) 100 and 25 -Year Rational Method AMC II for Detention Basin Watershed
Undeveloped Condition
♦ Detention Basin Hydrology and Hydraulics
A) Undeveloped condition 100, 25, 10, and 2 -Year Rational Method (AMC -11)
B) Developed condition, 100, 25, 10, and 2 -Year Rational Method (AMC -III)
C) Developed Unit Hydrograph (AMCIII) 2, 10, 25, and 100 -Year Storm Return
Frequency
D) Orifice and weir calculations
E) Detention Basin Routing (2, 10, 25, and 100 -Year) & Exhibit
F) Emergency Spillway Calculations
G) Storm Drain W.S. P. G. W. and CMP Riser Calculations
♦ Reference material
City of Fontana. Appendix A. Detention basin policy and design criteria
♦ Hydrology Maps
Developed Condition
Undeveloped Condition
Introduction
The Juniper Avenue Detention Basin is a drainage improvement based upon the City of
Fontana's Storm Drain Master Plan. It will be located on the east -side of Juniper Avenue,
600 feet north of Baseline Avenue, on the City of the Fontana. It is surrounded by vacant
lots on the north and east side, by Juniper Avenue on the west and by a water pump
station on the south. Total area of detention basin is +/- 5.3 Ac. The interim detention
basin will be used while the ultimate master planned storm drain is constructed in Juniper
Avenue. In order to convey the runoff water to the detention basin, the upstream portion
of the Juniper Storm Drain will be constructed along with the detention basin. A divert
pipe will be constructed to convey the water from the Juniper Storm Drain to the
detention basin.
Purpose
The purpose of this Hydrology Report is to determine storm water runoff for the
watershed and show that drainage systems, comprised of streets, catch basins, CMP
risers, storm drain, and temporary detention basin are adequately sized. Hydraulic
calculations for storm drain system are included in this report along with improvement
plans. Also, this report considers the need to minimize the impact of the project on
downstream properties by not allowing the peak storm runoff in the developed condition
to exceed 90% of the pre -developed condition peak runoff. A temporary detention basin
is used for this purpose and the criteria for sizing the detention basin is outlined below.
Methodology
The rational method, as outlined by the current San Bernardino County Hydrology
Manual, is used to determine the 100 -year, 25 -year, 10 -year and 2 -year events storm
water runoff. Synthetic Unit Hydrographs are provided to determine total runoff in
several developed condition scenarios. Computer programs such as CiviID, AES and
W.S.P.G.W. are utilized herein.
Findings
The existing streets and proposed catch basin, CMP risers and storm drain adequately
convey the 100 -year and 25 -year storm run-off, as outlined in the City of Fontana Master
Drainage Plan, towards the Detention Basin.
A storm drain system will be constructed with several catch basins and CMP risers to
intercept the flows. The purpose of the interim detention basin is to mitigate the runoffs
from the developed condition. The interim detention basin outlet system will only
outflow runoffs on the developed condition lower or equal to the 90% of the flows on the
pre -developed condition.
Detention Basin/Protect Mitigation The proposed detention basin is sized
according to the County of San Bernardino "Unit Hydrograph Criteria" and the City of
Fontana "Detention Basin Design Criteria" found in the reference material located at the
back of this report. CivilD Computer programs were used to determine the unit
hydrographs and perform basin routing calculations..
The storm drain is sized to convey a 100 year storm assuming complete build -out of the
watershed. The Juniper Ave. master plan storm drain will be constructed by the City of
Fontana as a capital improvement package.
Summary
The storm drain system proposed for the watershed will adequately convey the 25 and
100 -year event storm water runoff to an interim detention basin which will meter out
flows at an acceptable level. Once downstream master planned storm drain facilities are
constructed, the interim basin can be retired and the watershed flows will be delivered to
the storm drain systems. Also the temporary detention basin will minimize the impact of
the project on downstream properties and streets by metering developed condition storm
flows to less than 90% of pre -developed conditions.
JUNIPER DETENTION BASIN
RATIONAL METHOD
OUTFLOW
routing
PERIOD
UNDEVELOPED 90% UNDEVELOPED
YEAR
CFS
CFS
CFS
2
23.6
21.2
27.4
10
74.4
67.0
59.9
25
106.5
95.8
81.0
100
148.2
133.4
124.6
Hydrology Exhibits and
24 Hour Synthetic Critical Storm Pattern
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Hydrology Calculations
A) 100 and 25 -Year Rational
Method AMC H
Developed Condition
****************************************************************************
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 1400
Analysis prepared by:
Allard Engineering
8253 Serria Avenue Fontana Ca. 92335
************************** DESCRIPTION OF STUDY **************************
* JUNIPER DETENTION BASIN
* 100 YEAR STORM EVENT, 100 YEAR INTENSITY, AMC II
* DEVELOPED CONDITION BY: E.I.
**************************************************************************
FILE NAME: JUND99.DAT
TIME/DATE OF STUDY: 08:21 09/08/2004
----------------------------------------------------------------------------
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USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
----------------------------------------------------------------------------
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
*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 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*„(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 21
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>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
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----------------------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00
ELEVATION DATA: UPSTREAM(FEET) = 1526.50 DOWNSTREAM(FEET) = 1518.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
10.936
* 100 YEAR RAINFALL
INTENSITY(INCH/HR) =
4.221
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 9.90
0.98
0.10 32 10.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)
=
0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS)
= 36.74
TOTAL AREA(ACRES) =
9.90 PEAK FLOW
RATE(CFS)
= 36.74
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 51.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>(STANDARD CURB SECTION USED)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 54.
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.64
HALFSTREET FLOOD WIDTH(FEET) = 21.84
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.54
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.89
STREET FLOW TRAVEL TIME(MIN.) = 2.76 Tc(MIN.) = 13.69
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.689
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL.
COMMERCIAL A 10.90 0.98 0.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 35
EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR;
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) _
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 24.10
38
SCS
CN
32
23
= 0.10
67.23
FLOW VELOCITY(FEET/SEC.) = 4.78 DEPTH*VELOCITY(FT*FT/SEC.) = 3.26
*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 750.0 FT WITH ELEVATION -DROP = 12.3 FT, IS 43.3 CFS,
WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 51.00
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 100.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 21.40
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 67.23
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 13.81
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.81
RAINFALL INTENSITY(INCH/HR) = 3.67
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 20.80
TOTAL STREAM AREA(ACRES) = 20.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 67.23
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00
ELEVATION DATA: UPSTREAM(FEET) = 1518.50 DOWNSTREAM(FEET) = 1511.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
8.458
* 100 YEAR RAINFALL INTENSITY(INCH/HR) =
4.925
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 4.30
0.98
0.10 32 8.46
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR) =
0.98
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
18.68
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 18.68
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 52.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
»»> (STANDARD CURB SECTION USED) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.58
HALFSTREET FLOOD WIDTH(FEET) = 19.03
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.53
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.05
STREET FLOW TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 10.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.306
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL
COMMERCIAL A 8.20 0.98 0.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 31
EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED Fm(INCH/HR;
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) _
END OF SUBAREA STREET FLOW HYDRAULICS-
DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 22.15
25
SCS
CN
32
06
= 0.10
47.34
FLOW VELOCITY(FEET/SEC.) = 3.86 DEPTH*VELOCITY(FT*FT/SEC.) = 2.48
*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 450.0 FT WITH ELEVATION -DROP = 5.3 FT, IS 35.5 CFS,
WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 52.00
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 52.00 = 950.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 100.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.07
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 47.34
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.75
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 100.00 = 1100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.75
RAINFALL INTENSITY(INCH/HR) = 4.27
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 12.50
TOTAL STREAM AREA(ACRES) = 12.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.34
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
67.23
13.81
2
47.34
10.75
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
3.670 0.98( 0.10)
4.266 0.98( 0.10)
Ap Ae HEADWATER
(ACRES) NODE
0.10 20.8 10.00
0.10 12.5 30.00
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
1 108.38 10.75 4.266 0.98( 0.10) 0.10 28.7 30.00
2 107.80 13.81 3.670 0.98( 0.10) 0.10 33.3 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 108.38 Tc(MIN.) = 10.75
EFFECTIVE AREA(ACRES) = 28.69 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 33.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1496.50 DOWNSTREAM(FEET) = 1486.00
FLOW LENGTH(FEET) = 440.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.33
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 108.38
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 11.22
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 2140.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 11.22
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.156
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 6.70 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) = 6.70 SUBAREA RUNOFF(CFS) = 24.47
EFFECTIVE AREA(ACRES) = 35.39 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 129.24
FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1486.00 DOWNSTREAM(FEET) = 1475.30
FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 18.28
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 129.24
PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 11.77
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 110.00 = 2740.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 11.77
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.039
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 29.30 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) = 29.30 SUBAREA RUNOFF(CFS) = 103.93
EFFECTIVE AREA(ACRES) = 64.69 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 69.30 PEAK FLOW RATE(CFS) = 2Y29.45
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1475.30 DOWNSTREAM(FEET) = 1457.80
FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 18.26
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 229.45
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 12.36
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 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) = 1517.90 DOWNSTREAM(FEET) = 1508.30
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
12.202
* 100 YEAR RAINFALL INTENSITY(INCH/HR) =
3.953
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 1.37
0.98
0.10 32 12.20
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR)
=
0.97
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
4.75
TOTAL AREA(ACRES) =
1.37 PEAK FLOW
RATE(CFS)
= 4.75
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 50.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
»»> (STANDARD CURB SECTION USED) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1508.30 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.49
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 16.66
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.85
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91
STREET FLOW TRAVEL TIME(MIN.) = 3.60 Tc(MIN.) = 15.80
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.385
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 1.48
EFFECTIVE AREA(ACRES) = 1.87 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) = 5.53
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.73
FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.80
RAINFALL INTENSITY(INCH/HR) = 3.38
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.87
TOTAL STREAM AREA(ACRES) = 1.87
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.53
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00
ELEVATION DATA: UPSTREAM(FEET) = 1510.10 DOWNSTREAM(FEET) = 1505.70
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.754
* 100 YEAR RAINFALL INTENSITY(INCH/HR) =
3.849
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 1.00
0.98
0.10 32 12.75
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR) =
0.98
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
3.38
TOTAL AREA(ACRES) =
1.00 PEAK FLOW
RATE(CFS)
= 3.38
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.75
RAINFALL INTENSITY(INCH/HR) = 3.85
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.00
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.38
** CONFLUENCE DATA **
STREAM Q Tc
NUMBER (CFS) (MIN.)
1 5.53 15.80
2 3.38 12.75
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
3.385 0.98( 0.10)
3.849 0.98( 0.10)
Ap Ae HEADWATER
(ACRES) NODE
0.10 1.9 20.00
0.10 1.0 40.00
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 8.47 12.75 3.849 0.98( 0.10) 0.10 2.5 40.00
2 8.49 15.80 3.385 0.98( 0.10) 0.10 2.9 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.49 Tc(MIN.) = 15.80
EFFECTIVE AREA(ACRES) = 2.87 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.87
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>(STREET TABLE SECTION # 1 USED)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1505.70 DOWNSTREAM ELEVATION(FEET) = 1495.00
STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.32
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.34
HALFSTREET FLOOD WIDTH(FEET) = 10.74
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.66
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25
STREET FLOW TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 17.76
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.156
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.65
EFFECTIVE AREA(ACRES) = 3.47 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.47 PEAK FLOW RATE(CFS) = 9.55
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.81
FLOW VELOCITY(FEET/SEC.) = 3.71 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 9.62 14.69 3.536 0.98( 0.10) 0.10 3.1 40.00
2 9.55 17.76 3.156 0.97( 0.10) 0.10 3.5 20.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 9.62 Tc(MIN.) = 14.69
AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10 EFFECTIVE AREA(ACRES) = 3.11
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 55.00 = 1830.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>(STREET TABLE SECTION # 1 USED)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1495.00 DOWNSTREAM ELEVATION(FEET) = 1484.30
STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.99
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 12.42
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.31
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24
STREET FLOW TRAVEL TIME(MIN.) = 3.17 Tc(MIN.) = 17.86
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.144
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 2.74
EFFECTIVE AREA(ACRES) = 4.11 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.47 PEAK FLOW RATE(CFS) = 11.27
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.59
FLOW VELOCITY(FEET/SEC.) = 3.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 2460.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1484.30 DOWNSTREAM ELEVATION(FEET) = 1465.20
STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.86
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.42
HALFSTREET FLOOD WIDTH(FEET) = 13.19
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.41
STREET FLOW TRAVEL TIME(MIN.) = 3.50 Tc(MIN.) = 21.36
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.824
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.30 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) = 1.30 SUBAREA RUNOFF(CFS) = 3.19
EFFECTIVE AREA(ACRES) = 5.41 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 5.77 PEAK FLOW RATE(CFS) = 13.28
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.36
FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.43
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 70.00 = 3160.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 70.00 TO NODE 115.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1465.20 DOWNSTREAM(FEET) = 1457.80
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 20.88
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.28
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 21.40
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 115.00 = 3200.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 13.28 21.40 2.822 0.98( 0.10) 0.10 5.4 40.00
2 13.01 24.52 2.601 0.97( 0.10) 0.10 5.8 20.00
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 115.00 = 3200.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 229.45 12.36 3.923 0.98( 0.10) 0.10 64.7 30.00
2 213.03 15.37 3.441 0.98( 0.10) 0.10 69.3 10.00
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 240.21 12.36 3.923 0.98( 0.10) 0.10 67.8 30.00
2 224.74 15.37 3.441 0.98( 0.10) 0.10 73.2 10.00
3 186.87 21.40 2.822 0.98( 0.10) 0.10 74.7 40.00
4 172.49 24.52 2.601 0.98( 0.10) 0.10 75.1 20.00
TOTAL AREA(ACRES) = 75.07
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 240.21 Tc(MIN.) = 12.356
EFFECTIVE AREA(ACRES) = 67.81 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 75.07
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1457.80 DOWNSTREAM(FEET) = 1456.20
FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.12
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 240.21
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.41
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 120.00 = 3440.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 12.41
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.913
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 17.80 0.98 0.10 32
COMMERCIAL A 2.80 0.98 0.10 32
COMMERCIAL A 0.40 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) = 21.00 SUBAREA RUNOFF(CFS) = 72.11
EFFECTIVE AREA(ACRES) = 88.81 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 96.07 PEAK FLOW RATE(CFS) = 304.98
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1456.20 DOWNSTREAM(FEET) = 1443.50
FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 304.98
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.41
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 4100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 12.41
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.912
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 9.20 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) = 9.20 SUBAREA RUNOFF(CFS) = 27.55
EFFECTIVE AREA(ACRES) = 98.01 AREA -AVERAGED Fm(INCH/HR) = 0.14
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.15
TOTAL AREA(ACRES) = 105.27 PEAK FLOW RATE(CFS) = 332.48
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1430.60
FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 4.50 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 332.48
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.41
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 140.00 = 4700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 12.41
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.912
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 16.80 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) = 16.80 SUBAREA RUNOFF(CFS) = 57.67
EFFECTIVE AREA(ACRES) = 114.81 AREA -AVERAGED Fm(INCH/HR) = 0.14
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.14
TOTAL AREA(ACRES) = 122.07 PEAK FLOW RATE(CFS) = 390.10
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1430.60 DOWNSTREAM(FEET) = 1417.50
FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 5.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 390.10
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.42
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 150.00 = 5150.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE =
----------------------------------------------------------------------------
81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 12.42
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.911
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
RESIDENTIAL
"11+ DWELLINGS/ACRE" A 4.50 0.98 0.20
32
NATURAL GOOD COVER
"GRASS" A 5.60 0.94 1.00
38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.64
SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) = 30.05
EFFECTIVE AREA(ACRES) = 124.91 AREA -AVERAGED Fm(INCH/HR)
= 0.17
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.18
TOTAL AREA(ACRES) = 132.17 PEAK FLOW RATE(CFS) =
420.09
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 132.17 TC(MIN.) = 12.42
EFFECTIVE AREA(ACRES) = 124.91 AREA -AVERAGED Fm(INCH/HR)=
0.17
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.18
PEAK FLOW RATE(CFS) = 420.09
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 420.09 12.42 3.911 0.97( 0.17) 0.18 124.9
30.00
2 382.35 15.44 3.432 0.97( 0.17) 0.18 130.3
10.00
3 313.95 21.46 2.817 0.97( 0.17) 0.18 131.8
40.00
4 288.60 24.58 2.596 0.97( 0.17) 0.18 132.2
20.00
END OF RATIONAL METHOD ANALYSIS
****************************************************************************
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 1400
Analysis prepared by:
Allard Engineering
8253 Serria Avenue Fontana Ca. 92335
************************** DESCRIPTION OF STUDY **************************
* JUNIPER DETENTION BASIN
* 25 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC II
* DEVELOPED CONDITION BY: E.I.
**************************************************************************
FILE NAME: JUND24.DAT
TIME/DATE OF STUDY: 08:33 09/08/2004
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
----------------------------------------------------------------------------
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
*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) = 1.2100
*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 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*..(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00
ELEVATION DATA: UPSTREAM(FEET) = 1526.50 DOWNSTREAM(FEET) = 1518.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
10.936
* 25 YEAR RAINFALL INTENSITY(INCH/HR) =
3.360
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 9.90
0.98
0.10 32 10.94
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR) =
0.98
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
29.07
TOTAL AREA(ACRES) =
9.90 PEAK FLOW
RATE(CFS)
= 29.07
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 51.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>(STANDARD CURB SECTION USED)<< <<<
UPSTREAM ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 42.91
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET) = 19.58
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.24
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.51
STREET FLOW TRAVEL TIME(MIN.) = 2.95 Tc(MIN.) = 13.88
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.912
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 10.90 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) = 10.90 SUBAREA RUNOFF(CFS) = 27.61
EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 52.69
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 21.54
FLOW VELOCITY(FEET/SEC.) = 4.49 DEPTH*VELOCITY(FT*FT/SEC.) = 2.83
*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 750.0 FT WITH ELEVATION -DROP = 12.3 FT, IS 34.3 CFS,
WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 51.00
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 100.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.77
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 52.69
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 14.03
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.03
RAINFALL INTENSITY(INCH/HR) = 2.89
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 20.80
TOTAL STREAM AREA(ACRES) = 20.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.69
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00
ELEVATION DATA: UPSTREAM(FEET) = 1518.50 DOWNSTREAM(FEET) = 1511.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
8.458
* 25 YEAR RAINFALL INTENSITY(INCH/HR) =
3.920
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 4.30
0.98
0.10 32 8.46
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR)
=
0.98
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
14.79
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 14.79
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 52.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>(STANDARD CURB SECTION USED)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 17.02
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.77
STREET FLOW TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 10.75
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.396
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL
COMMERCIAL A 8.20 0.98 0.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 24
EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED Fm(INCH/HR;
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) _
SCS
CN
32
34
0.10
37.10
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 19.77
FLOW VELOCITY(FEET/SEC.) = 3.62 DEPTH*VELOCITY(FT*FT/SEC.) = 2.15
*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 450.0 FT WITH ELEVATION -DROP = 5.3 FT, IS 26.1 CFS,
WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 52.00
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 52.00 = 950.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 100.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.04
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 37.10
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.91
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 100.00 = 1100.00 FEET.
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.91
RAINFALL INTENSITY(INCH/HR) = 3.36
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 12.50
TOTAL STREAM AREA(ACRES) = 12.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.10
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
52.69
14.03
2
37.10
10.91
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
2.893 0.98( 0.10)
3.364 0.98( 0.10)
Ap Ae HEADWATER
(ACRES) NODE
0.10 20.8 10.00
0.10 12.5 30.00
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 84.98 10.91 3.364 0.98( 0.10) 0.10 28.7 30.00
2 84.44 14.03 2.893 0.98( 0.10) 0.10 33.3 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 84.98 Tc(MIN.) = 10.91
EFFECTIVE AREA(ACRES) = 28.68 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 33.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1496.50 DOWNSTREAM(FEET) = 1486.00
FLOW LENGTH(FEET) = 440.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.58
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 84.98
PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 11.38
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 2140.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 11.38
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.280
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 6.70 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) = 6.70 SUBAREA RUNOFF(CFS) = 19.19
EFFECTIVE AREA(ACRES) = 35.38 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 101.33
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1486.00 DOWNSTREAM(FEET) = 1475.30
FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.34
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 101.33
PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 12.08
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 110.00 = 2740.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 12.08
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.165
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE., GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 29.30 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) = 29.30 SUBAREA RUNOFF(CFS) = 80.90
EFFECTIVE AREA(ACRES) = 64.68 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 69.30 PEAK FLOW RATE(CFS) = 178.57
FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 41
>> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1475.30 DOWNSTREAM(FEET) = 1457.80
FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 32.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.89
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 178.57
PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 12.62
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 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) = 1517.90 DOWNSTREAM(FEET) = 1508.30
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.202
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.146
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 1.37 0.98 0.10 32 12.20
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 3.76
TOTAL AREA(ACRES) = 1.37 PEAK FLOW RATE(CFS) = 3.76
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 50.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>(STANDARD CURB SECTION USED)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1508.30 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.34
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 15.11
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81
STREET FLOW TRAVEL TIME(MIN.) = 3.80 Tc(MIN.) = 16.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.674
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 1.16
EFFECTIVE AREA(ACRES) = 1.87 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) = 4.34
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.11
FLOW VELOCITY(FEET/SEC.) = 1.75 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
-----------------------------------------------------
-----------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.)
= 16.00
RAINFALL INTENSITY(INCH/HR)
= 2.67
AREA -AVERAGED Fm(INCH/HR) =
0.10
AREA -AVERAGED Fp(INCH/HR) =
0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES)
= 1.87
TOTAL STREAM AREA(ACRES) =
1.87
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.34
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF, -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00
ELEVATION DATA: UPSTREAM(FEET) = 1510.10 DOWNSTREAM(FEET) = 1505.70
Tc = K*I(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.754
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.064
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 1.00 0.98 0.10 32 12.75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 2.67
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.67
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.75
RAINFALL INTENSITY(INCH/HR) = 3.06
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.00
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.67
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
4.34
16.00
2
2.67
12.75
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
2.674 0.98( 0.10)
3.064 0.98( 0.10)
Ap Ae HEADWATER
(ACRES) NODE
0.10 1.9 20.00
0.10 1.0 40.00
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 6.65 12.75 3.064 0.97( 0.10) 0.10 2.5 40.00
2 6.66 16.00 2.674 0.98( 0.10) 0.10 2.9 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.66 Tc(MIN.) = 16.00
EFFECTIVE AREA(ACRES) = 2.87 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.87
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
»»> (STREET TABLE SECTION ## 1 USED) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1505.70 DOWNSTREAM ELEVATION(FEET) = 1495.00
STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.30
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 9.63
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.49
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11
STREET FLOW TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) = 18.05
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.487
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.29
EFFECTIVE AREA(ACRES) = 3.47 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.47 PEAK FLOW RATE(CFS) = 7.46
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.78
FLOW VELOCITY(FEET/SEC.) = 3.48 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.52 14.81 2.801 0.97( 0.10) 0.10 3.1 40.00
2 7.46 18.05 2.487 0.97( 0.10) 0.10 3.5 20.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 7.52 Tc(MIN.) = 14.81
AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97
AREA -AVERAGED Ap = 0.10 EFFECTIVE AREA(ACRES) = 3.09
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 55.00 = 1830.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
»»> (STREET TABLE SECTION ## 1 USED) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1495.00 DOWNSTREAM ELEVATION(FEET) = 1484.30
STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.35
HALFSTREET FLOOD WIDTH(FEET) = 11.21
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09
STREET FLOW TRAVEL TIME(MIN.) = 3.36 TC(MIN.) = 18.17
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.477
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL
COMMERCIAL A 1.00 0.98 0.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2
EFFECTIVE AREA(ACRES) = 4.09 AREA -AVERAGED Fm(INCH/HR
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.47 PEAK FLOW RATE(CFS) =
59
SCS
CN
32
14
= 0.10
8.76
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.30
FLOW VELOCITY(FEET/SEC.) = 3.14 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 2460.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>(STANDARD CURB SECTION USED)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1484.30 DOWNSTREAM ELEVATION(FEET) = 1465.20
STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.00
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.39
HALFSTREET FLOOD WIDTH(FEET) = 11.82
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.15
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24
STREET FLOW TRAVEL TIME(MIN.) = 3.70 Tc(MIN.) = 21.87
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.217
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.30 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) = 1.30 SUBAREA RUNOFF(CFS) = 2.48
EFFECTIVE AREA(ACRES) = 5.39 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 5.77 PEAK FLOW RATE(CFS) = 10.28
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.99
FLOW VELOCITY(FEET/SEC.) = 3.16 DEPTH*VELOCITY(FT*FT/SEC.) = 1.26
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 70.00 = 3160.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 70.00 TO NODE 115.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1465.20 DOWNSTREAM(FEET) = 1457.80
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.39
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.28
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 21.91
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 115.00 = 3200.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 10.28 21.91 2.215 0.97( 0.10) 0.10 5.4 40.00
2 10.08 25.21 2.036 0.97( 0.10) 0.10 5.8 20.00
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 115.00 = 3200.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 178.57 12.62 3.084 0.97( 0.10) 0.10 64.7 30.00
2 165.79 15.76 2.698 0.98( 0.10) 0.10 69.3 10.00
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 186.92 12.62 3.084 0.97( 0.10) 0.10 67.8 30.00
2 174.87 15.76 2.698 0.98( 0.10) 0.10 73.2 10.00
3 145.25 21.91 2.215 0.98( 0.10) 0.10 74.7 40.00
4 133.65 25.21 2.036 0.98( 0.10) 0.10 75.1 20.00
TOTAL AREA(ACRES) = 75.07
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 186.92 Tc(MIN.) = 12.618
EFFECTIVE AREA(ACRES) = 67.78 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 75.07
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1457.80 DOWNSTREAM(FEET) = 1456.20
FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.84
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 186.92
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.67
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 120.00 = 3440.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 12.67
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.076
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 17.80 0.98 0.10 32
COMMERCIAL A 2.80 0.98 0.10 32
COMMERCIAL A 0.40 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) = 21.00 SUBAREA RUNOFF(CFS) = 56.30
EFFECTIVE AREA(ACRES) = 88.78 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 96.07 PEAK FLOW RATE(CFS) = 238.02
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1456.20 DOWNSTREAM(FEET) = 1443.50
FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 238.02
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.67
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 4100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 12.67
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.076
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
113-4 DWELLINGS/ACRE" A 9.20 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) = 9.20 SUBAREA RUNOFF(CFS) = 20.62
EFFECTIVE AREA(ACRES) = 97.98 AREA -AVERAGED Fm(INCH/HR) = 0.14
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.15
TOTAL AREA(ACRES) = 105.27 PEAK FLOW RATE(CFS) = 258.60
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1430.60
FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 4.50 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 258.60
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.68
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 140.00 = 4700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE =
81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 12.68
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.075
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A 16.80 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) = 16.80 SUBAREA RUNOFF(CFS) = 45.02
EFFECTIVE AREA(ACRES) = 114.78 AREA -AVERAGED Fm(INCH/HR)
= 0.14
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.14
TOTAL AREA(ACRES) = 122.07 PEAK FLOW RATE(CFS) =
303.57
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1430.60 DOWNSTREAM(FEET) = 1417.50
FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 5.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 303.57
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.68
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 150.00 = 5150.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 12.68
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.075
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"11+ DWELLINGS/ACRE" A 4.50 0.98 0.20 32
NATURAL GOOD COVER
"GRASS" A 5.60 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.64
SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) = 22.44
EFFECTIVE AREA(ACRES) = 124.88 AREA -AVERAGED Fm(INCH/HR) = 0.17
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.18
TOTAL AREA(ACRES) = 132.17 PEAK FLOW RATE(CFS) = 325.96
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 132.17 TC(MIN.) = 12.68
EFFECTIVE AREA(ACRES) = 124.88 AREA -AVERAGED Fm(INCH/HR)= 0.17
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.18
PEAK FLOW RATE(CFS) = 325.96
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 325.96 12.68 3.075 0.97( 0.17) 0.18 124.9 30.00
2 295.50 15.83 2.692 0.97( 0.17) 0.18 130.3 10.00
3 241.97 21.98 2.211 0.97( 0.17) 0.1.8 131.8 40.00
4 221.152 25.28 2.033 0.97( 0.17) 0.18 132.2 20.00
END OF RATIONAL METHOD ANALYSIS
B) 100 and 25 -Year Rational
Method AMC H
Undeveloped Condition
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 1400
Analysis prepared by:
Allard Engineering
8253 Serria Avenue Fontana Ca. 92335
************************** DESCRIPTION OF STUDY **************************
* JUNIPER DETENTION BASIN
* 100 YEAR STORM EVENT, 100 YEAR INTENSITY, AMC II
* DEVELOPED CONDITION BY: E.I.
FILE NAME: JUND99.DAT
TIME/DATE OF STUDY: 08:21 09/08/2004
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.90
*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 STREETF'LOW
MODAL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUT'T'ER -GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE
FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT)
(n)
1 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*,(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 21
------------------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INI:TIA1, SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 800.00
ELEVATION DATA: UPSTREAM(FEET) = 1526.50 DOWNSTREAM(FEET) = 1518.00
Tc = K* [ (LENGTH** 3.00)/(ELEVATION CHANG73) j **0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
10.936
* 100 YEAR RAINFALL
INTENSITY(INCH/IIR) =
4.221
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 9.90
0.98
0.10 32 10.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS)
= 36.74
TOTAL AREA(ACRES) =
9.90 PEAK FLOW
RATE(CFS)
= 36.74
FLOW PROCESS FROM NODE 15.00 TO NODE 51.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1505.70^^
STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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) 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 54.38
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.64
HALFSTREET FLOOD WIDTH(FEET) = 21.84
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.54
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.89
STREET FLOW TRAVEL TIME(MIN.) = 2.76 Tc(MIN.) = 13.69
* 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.689
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 10.90 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) = 10.90 SUBAREA RUNOFF(CFS) = 35.23
EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 67.23
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ 0.68 HALFSTREET FLOOD WIDTH(FERT) = 2h.10
FLOW VELOCITY(FEET/SEC.) = 4.78 DEPTH*VELOCITY(FT*FT/SEC.) = 3.26
*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 750.0 FT WITH ELEVATION -DROP = 12.3 FT, IS 43.3 CFS,
WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 51.00
LONGEST FLOWPATH FROM NODE 10.00 TO DIODE 51.00 = 1550.00 FEET.
FLOW PROCESS FROM NODE 51.00 TO NODE 100.00 IS CODE = 41
--------------•--••-----------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 21.40
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 67.23
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 13.81
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
* * * * * * * * * * iF * * * * * * * * * * it * * * * * * :F it * * * * * * * * * * 'k * * * * * * * * * * * * * * * •k * * * k * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
-----------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.81
RAINFALL INTENSITY(INCH/HR) = 3.67
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 20.80
TOTAL STREAM AREA(ACRES) = 20.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 67.23
FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00
ELEVATION DATA: UPSTREAM(FEET) = 1518.50 DOWNSTREAM(FEET) = 1517..00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
8.458
* 100 YEAR RAINFALL INTENSITY(INCH/HR)
=
4.925
SUBAREA Tc AND LOSS RATE
DATA(AMC 11):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 4.30
0.98
0.10 32 8.46
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCA/HR) =
0.98
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
J.8.658
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 18.68
FLOW PROCESS FROM NODE 35.00 TO NODE 52.00 1S CODE = 61
---------------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) 1.5.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.25
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.58
HALFSTREET FLOOD WIDTH(FEET) = 19.03
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.53
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.05
STREET FLOW TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 10.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.306
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 8.20 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/FIR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 31.06
EFFECTIVE AREA(ACRES) - 12.50 AREA --AVERAGED FM(INCH/IiR) 0.7.0
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.1.0
TOTAL AREA(ACRES) = 12..50 PEAK FLOW RATE(CFS) = 47.34
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 22.15
FLOW VELOCITY(FEET/SEC.) = 3.86 DEPTH*VELOCITY(FT*FT/SEC.) = 2.48
*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 450.0 FT WITH ELEVATION -DROP = 5.3 FT, IS 35.5 CFS,
WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 52.00
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 52.00 = 950.00 FEET.
FLOW PROCESS FROM NODE 52.00 TO NODE 100.00 IS CODE = 41
--------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««<
ELEVATION DATA: UPSTR.EAM(F'EET) = 1502.20 DOWNSTREAM(FEET) = 1496.50
FLOW LENG'rII (FEET) = 1.50.00 MANNING' S N = 0.013 1
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.07
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 47.34
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.75
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 100.00 = 11.00.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
-------------------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.75
RAINFALL INTENSITY(INCH/HR) = 4.27
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 12.50
TOTAL STREAM AREA(ACRES) = 1.2.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.34
** CONFLUENCE DATA **
STREAM Q Tc
NUMBER (CFS) (MIN.)
1 67.23 13.81
2 47.34 10.75
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
3.670 0.98( 0.10)
4.266 0.98( 0.10)
Ap Ae HEADWATER
(ACRES) NODE
0.10 20.8 10.00
0.10 12.5 30.00
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
1 108.38 10.75 4.266 0.98( 0.10) 0.10 28.7 30.00
2 107.80 13.81 3.670 0.98( 0.10) 0.10 33.3 1.0.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 108.38 Tc(MIN.) = 10.75
EFFECTIVE AREA(ACRES) = 28.69 AREA -AVERAGED Fm(INCI-I/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 33.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 41
>>>>>COMPU'TE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER• -SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1496.50 DOWNSTREAM(FEET) = 1486.00
FLOW LENGTH(FEET) = 440.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.33
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.08.38
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 11.22
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 == '6140.00 FEET.
**kkir*:k*:Y***:F****:4**:k9r*9t**•k***it *:Ir 9c *ie XTr 7kkk*irk*Ckk*fir k�c:lkk:t•*k*kkirktic�kkkk:t *:F ;.-•A*
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81
------------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 11.22
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.156
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 6.70 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) = 6.70 SUBAREA RUNOFF(CFS) = 24.47
EFFECTIVE AREA(ACRES) 35.39 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 129.24
kkkkkkkkkk*kkk kit Yc*:F**7t*•k:t:k9e*:t:P***Y***Yt**•h*:kw•*9r:t:tdc:tkkit:Y:F:F*:F *ia :k**ic �r :r A:Y *Yt :l•:F*•k**
FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 1S CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
I
ELEVATION DATA: UPSTREAM(FEET) = 1486.00 DOWNSTREAM(FEET) = 1475.30
FLOW LENGTH(F'EET) = 600.00 MANNING'S N = 0.013
ASSUME FULL, -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 18.28
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 129.24
PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MTN.) = 11.77
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 110.00 = 2740.00 FEET.
kkkkkkkkkkkkkkkkkkkkkkkkkkkkkk*kkkkkkkki.•kkk:tkkkkki; k:l•k kkkkk#*kk*k:kkkkk:':kkkkkk
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81
----------------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE TC(MIN) = 11.77
* 100 YEAR RAINFALL INI'ENSITY(INCIi/HR) = 4.039
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CDT
COMMERCIAL A 29.30 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) = 29.30 SUBAREA RUNOFF(CFS) = 103.93
EFFECTIVE ARRA(ACRES) = 64.69 AREA -AVERAGED Fm(.T.NCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/E4R) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 69.30 PEAK FLOW RATE(C'F8) =
FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 41
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRII SUBAREA<<<< <
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) �- 1475.30 IJOWNSTREAM(FEET) - wi7.r0
FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 18.26
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 229.45
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 12.36
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 10
--------------------------------------------------------------------•--------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
***k*****************•k************:F**k**tkk********i�*****fir****kk*:k**********k
FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 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) = 1517.90 DOWNSTREAM(FEET) =: 1508.30
Tc = K* [ (LENGTH** 3.00)/(ELEVATION C'IIANGE) J **0 .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
12.202
* 100 YEAR RAINFALL
INTENSITY(INCH/HR) =
3.953
SUBAREA Tc AND LOSS
RATE DATA(AMC II):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS TC
LAND USE
GROUP (ACRES)
(T.NCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 1.37
0.98
0.10 32 12.20
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap=
0.10
SUBAREA RUNOFF(CFS)
= 4.75
TOTAL AREA(ACRES) =
1.37 PEAK FLOW
RATE(CFS)
= 4.75
FLOW PROCESS FROM MODE 25.00 TO NODE 50.00 IS CODE = 61
---------------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1508.30 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSS FALT, (DECIM.AL) 0.020
OUTSIDE STREET CROSSFALL(DECTM L) - 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF -- 3.
STREET PARKWAY CROSSFALL(DECIMAQ = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-Lo curb) 0.0200
Manning's FRIC'T'ION FACTOR for. Back -cif -Walk Flow SecrLion •= 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) - 5.49
STREF.TFLOW MODEL RESULTS UB INC ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 16.66
AVERAGE FLOW VELOCITY(FEET/SEC.) =. 1.85
PRODUCT OF DEPTH&VELOCITY(FT*FI'/SEC.) _ 0.91
STREET FLOW TRAVEL TIME(MIN.) = 3.60 TO MIN.) = 15.80
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.385
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 1.48
EFFECTIVE AREA(ACRES) = 1.87 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.1.0
TOTAL AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) = 5.53
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.73
FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET.
*****F:F**9Fk:F**•!r**:4**:F:ir***:tA•*7r****k*fit yF 9e:F:Y*:k*:F�r:t:k:lr*k*•ki:*:Y-k*iF *{••k**•k *:e :k*:1**4e :k*lt k
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 15.80
RAINFALL INTENSITY(INCH/HR) = 3.38
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/ITR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.87
TOTAL STREAM AREA(ACRES) = 1.87
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.53
*************•*************A*******************•k k * * * * k * * * * * ***•k****I*******:F
FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRA'T'ION NOMOGRAPH FOR INITIAL'S SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00
ELEVATION DNTA: UPSTREAM (FEET) = 1510.10 DOWNSTREAM WEFT) = 1505.70
Tc = K*((LENGTH** 3.00)/(ELEVATION CHA.NOW ]**0.20
SUBAREA ANALYSIS USED MI:NTMUM Tc; (MIN. ) -- 12.754
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.849
SUBAREA Tc AND LOSS RATE DATA(AMC TI):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USED (ACRES) 0.:4CI /SIR) (DECIMAL) "N (MIN.)
COMMERCIAL A 1.00 0.98 0.10 32 12.75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCFI/HR) - 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTlUN, fp 0.10
SUBAREA RUNOFF(CFS) •- 3.38
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.38
**k•k***yk :F •k*irk:F*ir**k:k�r:k:t9r**ic kYr:k•k**:kh':kkk•kkk:k ird A•**•k'.•*;c�:kkkkk.v:{,; *'k k w''ka k:kk A'kkk;':k
FLOW PROCESS FROM NODE 50.00 110 NODE 50.00 IS CODE = 1
-----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.75
RAINFALL INTENSITY(INCH/HR) = 3.85
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.00
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.38
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
5.53
15.80
2
3.38
12.75
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
3.385 0.98( 0.10)
3.849 0.98( 0.10)
Ap Ae HEADWATER
(ACRES) NODE
0.10 1.9 20.00
0.10 1.0 40.00
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 HEADWA`CER
NUMBER (CFS) (MIN.) (INCII/HR) (INCH/HR) (ACRES) NODE
1 8.47 1.2.75 3.849 0.98( 0.10) 0.10 2.5 40.00
2 8.49 15.80 3.385 0.98( 0.10) 0.10 2.9 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.49 Tc(MIN.) = 15.80
EFFECTIVE AREA(ACRES) = 2.87 AREA -AVERAGED Fm(INCH/HR) 0.10
AREA -AVERAGED Fp(INCH/HR) _ 0.98 UREA -AVERAGED Ap = 0.1.0
TOTAL AREA(ACRES) = 2.87
LONGEST FLOtAPkTH PROM NODE 20.00 TO NODE 50.00 :: 1400.00 FEET.
:k***:k****k:k:k**ir**:k9k*:k9t•k:k*n•k**x:kk*iP •k �r**:kkk9e Yt :Y :k**4r *:P :k :kit**k*3r :k***:k :k :k*xir**•k :l••k :k :k*
FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE _ 62
------------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
» »>(STREET TABLE SECTION #k I USED) « « <
UPSTREAM ELEVATION (FEET) = 1.505.70 DOW:•ISTREAM ELEVATI.ON(^LET) - 1295.00
S'TREE'T LENCTII(FEET) - 430.00 C 9B HEIGHJ.'(INCHES) - 8.0
STREET HALF'WIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEL.7) = 1.1,00
INSIDE STREET CROSSHALL(DEC1'MAL) _- 0.020
OUTSIDE STREET CROSSFALL(DFCIMAL) = 0.020
SPECIFIED NUMBER OF IIALFSTREETS CARRYING RlYNOF'F ; 2
STREET PARKWAY CROSSFALT- (DIECIMA.I,) - 0. 020
Manning's FRICTION FACTOR for Streetflow Section(curb-to•-curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ 9.32
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.34
HALFSTREET FLOOD WIDTH(FEET) = 10.74
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.66
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25
STREET FLOW TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 17.76
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.156
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.G5
EFFECTIVE AREA(ACRES) = 3.47 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.47 PEAK FLOW RATE(CFS) = 9.55
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.81
FLOW VELOCITY (FEET/SEC. ) = 3.71 DEPTI-I*VELOCII'Y (F"T*FT/SF'C. ) = 1.27
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 9.62 14.69 3.536 0.98( 0.10) 0.10 3.1. 40.00
2 9.55 17.76 3.156 0.97( 0.10) 0.10 3.5 20.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 9.62 Tc(MIN.) = 14.69
AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10 EFFECTIVE AREA(ACRES) = 3.11
LONGEST F'LOWPATH FROM NODE 20.00 TO NODE 55.00 1830.00 FEET.
**;t****kAs:**A-*****-kkkkikk*kkk**hn*** k* k kt.* A A• -A* A",'A k N N A k k* 'k
FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 62
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<t:«<
UPSTREAM ELEVATION(FEET) = 1495.00 DOWNSTREAM ELEVATION(FEET) 1484.30
STREET LENGTH(FEET) = 630.00 CURB I•IEIGHT(INCHES) = 8.0
STREET HALFWIDTH(F'EET) = 22.00
DISTANCE: FROM CROWN TO, CROSSrALL CR^DE: k ;AK(FLrT) = 1.1 .^O
INS -IDE STREET CROSSFALL (DECIMAL) - 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECI.FTED NUMBER OF HALFSTREETS C'ARRYI:Nt1 RUNOFF - 2
STREET PARKWAY CROSSFALb(DECIMAL) - 0.020
Manning's FRICTION FACTOR for StreeLflow Sect i OTI (Cuib- to Curb) = 0 . 0150
Manning's FRICTION FACTOR for Back -of --Walk Flow Section - 0.0200
**TRAVEL TIME COMPUTED USING E )TIM irED
STREETFLOW MODEL RESULTS USING ESTIMA'T'ED FLOW:
STREET FLOW DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = :12.42
AVERAGE FLOW VELOCITY(FEET/SLEC.) = 3.31.
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24
STREET FLOW TRAVEL TIME(MIN.) = 3.17 Tc(MIN.) = 17.86
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.144
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL;
COMMERCIAL A 1.00 0.98 0.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2
EFFECTIVE AREA(ACRES) 4.11 AREA -AVERAGED FM(INCH/HR;
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA --AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.47 PEAK FLOW RATE(CFS) =
3)
SCS
CN
32
74
0.:1.0
11.27
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(F.EET) = 12.59
FLOW VELOCITY(FEET/SEC.) = 3.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 2460.00 FEET.
9t:t*:t*it �t:k9t*******k*it*:t**•�•k***vr *7k :tit*****:Fk•k�r*�t•�•k 1F k•�****it:t*k•k 'it :t***it*h**•:c •k*:t****
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 61
----------------------------------------------------------------------------------
» »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
>>>>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION (FEET) -= 1484.30 DOWNSTREAM ELEVlT10M(FrET) : 1.165.20
STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) - 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADE.BREAK(FEET) = 11.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYINtJ RUi4OFY - 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Sect:ion(c:urb-to curb) = 0.0200
Manning's FRICTION FACTOR for Back-of-Wal.k Flow Section _ 0.0200
**TRAVEL TIME COMPUTED USING ESTIMAT13D FLOW (CFS) 1.2..86
STREETFLOW MODEL RESULTS USING ESTIMA'TED FLOW:
STREET FLOW DEPTH(FEET) = 0.42
HALFSTREET FLOOD WIDTH(.FEET) = 13.19
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33
PRODUCT OF DEPTH&VELOCITY (FT*FT/ S^C. ) -• 1. 11
STREET FLOW TRAVir.It TIME (MIN.) - 3. 5O Tc (MIN. ) = 2 1 .35
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 7..824
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.30 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Pp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.:1.0
SUBAREA AREA (ACRES) - 1.30 SUBAREA PUNOFP (CF S) 3 . .
EFFECTIVE AREA(ACRES) = 5.41 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 5.77 PEAK FLOW RATE(CFS) = 13.23
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDT'H(FEET) = 13.36
FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.43
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 70.00 = 3160.00 FEET.
*•k**:kit*7t**'k7F:F:+c•kic*tY �r*:F**ir:k*:t*�c•k*ir:k�e**Jr*!t*�t*R*•k*•*:k**/t�r:t**X•**:k:t•:k***:l•:'c :k 7k �c :l•k �r :k *:l•:1•
FLOW PROCESS FROM NODE 70.00 TO NODE 115.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1465.20 DOWNSTREAM WEET) = 1457.80
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.1 INCITES
PIPE -FLOW VELOCITY(FEET/SEC.) = 20.88
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.28
PIPE TRAVEL TIME (MIN. ) = 0.03 TOMIN. ) = 21.40
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 115.00 = 3200.00 FEET.
�t 9t:k>tYr:k:k�t:k•k:ktk*•!t**********k*•k k**x****�-****�l•it :kkkk.c .� *'r'::ck*:t**k**:k .k k :k k:l :�.k i•**:F �•**:'t
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK ## J WITH THE MAIN -STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA k*
STREAM Q Tc Intensity Fp(Fm) Ap An HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 13.28 21.40 2.82.2 0.98( 0.10) 0.10 5.4 40.00
2 13.01 24.52 2.601 0.97( 0.10) 0.10 5.8 20.00
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 115.00 = 3200.00 FEET.
* * MEMORY BANK ## I CONFLUENCE DATA * *
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CF$) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 229.45 12.36 3.923 0.98( 0.10) 0.10 64.7 30.00
2 213.03 15.37 3.441 0.98( 0.10) 0.10 69.3 10.00
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCII/HR) (ACRES) NODE
1. 240.21 12.36 3.923 0.90( 0.10) 0.1.0 67.8 30.00
J
2 224.74 15.37 3.441 0.98( 0.10) 0.10 73.2 10.00
3 186.87 21.40 2.822 0.98( 0.10) 0.10
4 172.49 24.52 2.601 0.98( 0.10) 0.10
TOTAL AREA(ACRES) = 75.07
74.7 40.00
75.1 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 240.21 TO MIN.) = 12.356
EFFECTIVE AREA(ACRES) = 67.81 AREA -AVERAGED Fm(1•NCR/HR) = 0.10
A REA -AVE'RACED Fp (I NCIT /FR ) 0.90 AP i ." ^,=AGEP ALS w ?A0
TOTAL AREA(ACRES) = 75.07
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 - 3380.00 FEET.
•kir:tF****�•:Flr*ir:F:kic:�rh**:k*ir Fk*x:t�c:k*:Y:4*k*':'r*kk�kkkk*kL k'yck 9e kkklr t. l. .k .'.. .A :FKAkktkAkh*d
FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1457.80 DOWNSTREAM(FEET) = 1456.20
FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.12
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 240.21
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.41
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 120.00 = 3440.00 FEET,
1F**it*9r 1k****:Y is**:kik*k•**•k*:k**ir Yr Jt**ic:F:Yk*:t•kt:M***:k*:F k9ck****it �r***ic it***k*kiC :F k•k*****:l•
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE TQMIN) = 12.41
* 100 YEAR RAINFALL INTENSITY(INCH/11R) = 3.913
SUBAREA LOSS RATE DATA (AMC IM:
DEVELOPME'N'T TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CM
COMMERCIAL A 17.80 0.98 0.1.0 32
COMMERCIAL, A 2.80 0.98 0.10 32
COMMERCIAL A 0.40 0.98 0.1.0 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 72.11
EFFECTIVE AREA(ACRES) = 88.81 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 96.07 PEAK FLOC( RATE(CFS) = 304.98
*-k:4k*:l•*k Yt*****kF***Yt****A•*k*****:•:C***k*:t*9r�:9cA•*kk*:t*:Y:F*fc*:Y***at*x*'k k 7.•*A•k :l *:k :t*•k
FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 41
»»>COMPUTE PIPE FLOW TRAVEL TIME THRU SUBAREA««<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVA'T'ION DATA: UPSTREAM (FEET) = 1456.20 DOWNSTREAM(FEET) = 1.143.50
FLOW LENGTH(FEET) = 660.00 MANNING'S N == 0.013
ASSUME FULL -FLOWING PIPELINE:
PIPE -FLOW VELOCITY WRET/SOC.) *****^
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1.
PIPE-FLOW(CFS) = 304.98
PIPE TRAVEL TIME (MIN.) = 0.00 Tc; (M1N .) 1.2 .41.
LONGEST FLOWPATH FROM .NODE 10.00 "1.-o HuDE 1"30.01) - it 0.00 FL:E'!'
****•****k**********k**A k•k****** k k k....A A. k. k* kC k AA - k., A•A*k A A., * An..A A A. a A Akk A.1A
FL0W PROCESS FROM NOi)C 130.00 '1: _) N(' c 1;111.00 • ;_ S 0-!
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW•;« «
MAINLINE TC(MIN) = 12.41
* 100 YEAR RAINFALL INTENSITY(INCH/HR) - :3.912
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCII/HR) (DECIMAL) CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 9.20 0.98 0.60 32.
SUBAREA AVERAGE PERVIOUS LOSS I:ATE, Fp(INCH/HR) - 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA AREA(ACRES) = 9.2.0 SUBAREA RUI`IOFF(CFS) = 27.55
EFFECTIVE AREA(ACRES) = 98.01. AREA -AVERAGED Fm(INCFI/HR) = 0.14
AREA -AVERAGED Fp(INCFI/HR) = 0.98 AREA -AVERAGED Ap = 0.15
TOTAL AREA(ACRES) = 105.27 PEAK FLOW RATE(CFS) = 332.48
**************•*********:4***kh*,,**********:Fk*:4*k********k"k,*****kkk*******k*k.1,
FLOW PROCESS FROM NODE 130.00 TO NODE 1.40.00 IS CODE = 41
---------------------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<
ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FE)T) = 1430.60
FLOW LENGTH(FEET) = 600.00 PAANNING'S N 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 4.50 NUMSER OF PT.PES
PIPE--FLOW(CFS) = 332.48
PIPE TRAVEL TIME (PAIN.) = 0.00 TC (MIN.) = 12.41.
LONGEST FLOWPATH FROM NODE 1.0.00 TO NODE 140.00 = 4700.00 FEET.
*****************************************k*k*k*******************k******:k*kA
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81
-------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc (MIN) = 12.41
* 100 YEAR RAINFALL INTENSI'LY(TNCH/HR) = 3.91.2
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 16.80 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, F'p ( INCII/FIR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10
SUBAREA AREA(ACRES) -- 1.6.30 SUBAREA RUNOFF (CFS) 57.
EFFECTIVE ARRA(ACRES) = 11.4.$:1 AREA AVERAGED Fln(THCH/HR) = 0.14
AREA AVERAGED Fp (INCH/HIR) - 0. 98 AREA AV RACRD Al) = 0. 1.1
TOTAL AREA(ACRES) = 122.07 PEAK FLOW RATE(CFS) = 390.10
i:**:4k*•k:Y?r*•kiF*Y*#•:t:F*�F Ak kie:4*:tir*:4:rt �r•k**oF�-•k*A:ci:*:4hkYF ir?e:Ft:4hkkxhirRk9. i:4 :1••kkka4 *•k k?: .F k :4
FLOW PROCESS FROM NODS 140.00 TO NODE 150.00 IS CODE _ 41
» »>COMPUTE PIPE -FLOW TRAVEL 'TIME THRU SUBAREA« «•c
» »>USING USER-SPECIFIED PIPESIGE (EXISTING BLEMENT)N<<<�
ELEVATION DATA: UPSTREAM(FEET) 1430.60 DOWNSTREAM(FEET) = 1417.50
FLOW LENGTH(FEET) _ 450.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING P.I.PEL.INE
PIPE -•FLOW VELOCITY(FEET/SEC.) _ *Akkkh
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) 5.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 390.10
PIPE TRAVEL TIME (MIN. ) = 0.00 TOMIN. ) = 12.42
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 150.00 = 5150.00 FEET.
kirkkir :'his*•k •k h:4 k:4 :h :Y**:4 Y*•hit:kirk:4Yr?c:'F?rhkk9rk Yc*:1r•kk:Y:ttk*:4*?:k:4k hk A:4 k i•k k:4k ke4 :4 k�•?M*ki.•:.hkNrx i•
FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE =
81
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE TOMIN) = 12.42
----------
* 100 YEAR RAINFALL INTENSITY(1NCH/HR) = 3.911.
SUBAREA LOSS RATE DA'T'A (AMC 11):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
RESIDENTIAL
"11+ DWELLINGS/ACRE" A 4.50 0.98 0.20
32
NATURAL GOOD COVER
"GRASS" A 5.60 0.94 1.00
38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/IR) - 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.64
SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) _: 30.05
EFFECTIVE AREA(ACRES) = 124.91 AREA AVERAGED Fin(INCH/HR)
= 0.17
AREA -AVERAGED Fp (INCH/HR) -. 0.97 RREA AVERAGED Ap = 0.1C
TOTAL AREA(ACRES) = 132.1.7 PEAK FLOW RATE(CFS) =:
$20.09
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 132.17 TWIN.) = 12.42
EFFECTIVE AREA(ACRES) = 124.91 AREA -AVERAGED Fm(INCH/HR)=
0.17
AREA -AVERAGED Fp(INCH/HR) - 0.97 AREA -AVERAGED Ap = 0.18
PEAK FLOW RATE(CFS) = 420.09
** PEAK FLOW RATE TABLE kk
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRE'S) NODE
1 420.09 1.2.42 3.911 0.97( 0.17) 0.18 324.9
30.00
2 182.35 15.44 3.432 0.97( 0.17) 0.18 130.3
10.00
3 313.95 21..46 2.817 0.97( 0.17) 0.18 131.8
40.00
4 288.60 24.58 2.596 0.97( 0.17) 0.18 132.2
20.00
END OF RATIONAT, METIiOD ANALYSIS
*******iF***********:FsY**:F***:h*:F�•****:F*******:F**:F**•k******:F *:t :Y**k***k***k***k�c
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2003 Advanced Engineericig Software (aes)
Ver.. 8.0 Release Date: 01/01/2003 License ID 1400
Analysis prepared by:
Allard Engineering
8253 Serria Avenue Fontana Ca. 92335
************************** DESCRIPTION OF STUDY *•k*k******************:l'***
* JUNIPER DETENTION BASIN
* 25 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC II
* DEVELOPED CONDITION BY: E.I.
FILE NAME: JUND24.DAT
TIME/DATE OF STUDY: 08:33 09/08/2004
USER SPECIFIED HYDROLOGY AND HYDRAULIC 140DEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.90
*USER -DEFINED •LOGARITHMIC INTERPOLATION USED FOR PAINFALL*
SLOPE OF INTENSITY DURATION CURVE(I,OG(I;IN/HR) vs. LOG(Tc;M.CN)) =
0.6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.2100
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*USER•.DEFINIED 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 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) -- (Top -of -Curb)
2. (Depth) *,(Velocity) Constraint = 6.0 (FT*F'T/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO T;IE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 21
>>>>>RA'IONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TT.ME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00
ELEVATION DATA: UPSTREAM(FEET) = 1526.50 DOWNS TREAM(1'HSET) ?518.00
Tc = K*[(LENGTH** 3.00)/(ELEVATJ.ON CHANGE)]**0. 0
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) -
10.936
* 25 YEAR RAINFALL
INTENSITY(INCH/HR) =
3.360
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 (MIDI.)
COMMERCIAL
A 9.90
0.98
0.10 37. 1.0.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/IIR)
-
0.93
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS)
= 29.07
TOTAL AREA(ACRES) =
9.90 PEAK FLOW
RATE(CFS)
= 29.07
FLOW PROCESS FROM NODE 15.00 TO NODE 51.00 IS CODE = 61
-----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) - 6.0
STREET HALFW:f.DTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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 Streetf-low Section(curb-to curb) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 42.91
***STREET FLOWING FULL***
STREETFLOW MODEL RESULT'S USING 17STIMATf:D r LOW.
STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET) = 19.58
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.24
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.51
STREET FLOW TRAVEL TIME(MIN.) = 2.95 Tc(MIN.) = 13.88
* 25 YEAR RAINFALL INTENSITY(INCH/HR) _ 2.912
SUBAREA 'LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap :1CS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 10.90 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(7:NCI-I/HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA TRACTION, Lap = 0.10
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) 27.61
EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 52.69
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) - 0.63 HALFSTR.EET FLOOD WIDTH(FEET) = '23..54
FLOW VELOCITY(FEET/SEC.) = 4.49 DEPTH*VELOCITY(FT*FT/SEC.) = 2.83
*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 750.0 FT WLTH ELEVATTON -DROP - 12.3 FT, IS 34.3 CFS,
WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE ;1.00
LONGEST F'LOWPATH FROM DIODE 10.00 TO 1.4092 51 .00 :_ 1550.00 FIE21.'.
irYt*•kir:F:k•k�rh*:Yfk:t•k:F:t�r�'Ye'�F***:k 9rek***�r�r:tyr*�:*k*:l•9rir:Yir*•k•h*k•k:rkir**:P:tkkk*:':*kA•:•:kktk 1•:F*kkk
FLOW PROCESS FROM NODE 51.00 TO NODE 100.00 IS CODE = 11.
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<
ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 149G.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.77
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 52.69
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 14.03
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
:t**•k•k�r*eY 4r*�Y*fir*7k**•k tk �r*t**•k :l•:Y •k t�F it •kir:F it �r*:k9t:F*:t:k eY �r•k9F*fir 9rk**fir*&�t :1•**i•*�r ic***9r :M*****:k •k
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
-----------------------------------------•------------
>>>DEST.GNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.03
RAINFALL INTENSITY(INCH/FIR) = 2.89
AREA -AVERAGED Fm(INCH/HR) _- 0.10
AREA -AVERAGED Fp (INCFI/HR) 0.93
AREA -AVERAGED Ap = 0.1.0
EFFECTIVE STREAM AREA(ACRES) = 20.80
TOTAL STREAM AREA(ACRES) = 20.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.69
:t*yk*•k•k�F*•**Yr**9r*:F***!:*******�l•**:Fk**k**k*:k :t it*ir :4 �Y tt 'tk*•k**:: :r it ::l•': :'r is Yr**ir dr*x:l•ktk k.,r fi .k
FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 21
-------------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEE'T) = 500.00
ELEVATION DATA: UPSTREAM(FEET) = 1518.50 DOWNSTREAM(FEET) 151.1.00
Tc = K* [ (LENGTH** 3.00)/(ELEVATION CHANGE) ] **0.2.0
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.458
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.920
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 4.30 0.98 0.10 32 8.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/IIR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap -- 0.1.0
SUBAREA RUNOFF(CFS) = 1.4.79
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 14.79
* * * * * * * * * * * * * * * * * * * * * * * * * * * * k * * * * * * * k * * * * * * * * k 'k * k * * * * * k * * k * * * * •k k k k k k d k k k k A k k
FLOW PROCESS FROM NODE 35.00 TO NOUN 52.00 1S CODE _ 61
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« <: <
» »>(STANDARD CURB SECTION USED) « «<
UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO C'.ROSSFALL GRADEBREAK(FEET) 7.50
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) 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.00
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FSBT) = 17.02
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .1.77
STREET FLOW TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 10.75
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.396
SUBAREA LOSS RA'T'E DATA (AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 8.20 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) - 8.20 SUBAREA RUNOFF(CFS) 24.34
EFFECTIVE AREA(ACRES) = 12.50 AREA--AVEI2AG13D FM(INCRIHR) 0.1.0
AREA -AVERAGED Fp(INCH/HR) - 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 37.10
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 19.77
FLOW VELOCITY(FEET/SEC.) = 3.62 DEPTH*VELOCITY(FT*FT/SEC.) = 2.15
*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 450.0 FT WITH ELEVATION -DROP = 5.3 FT, IS 28.1 CFS,
WHICH EXCEEDS THE TOP -OF -CURB S'T'REET CAPACITY AT NODE 52.00
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 52..00 = 950.00 FEET.
*****************************************k************k******* * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 52.00 TO NODE 100.00 IS COLE = 41
--------------------------------------------------------------------------
»»>C'OMPUTE PIPE -FLOW TRAVEL TIME THRU SUk3AREA<<<<<
»»>USING USER-SPECIFIED PIPESIGE (EXISTING ELEMEN'T') ««<
ELEVATION DATA: UPSTREAM(FEET) " 1502.2.0 DOWNSTREAM(FLET) = L496.50
FLOW LENGTH (FEET) = 150.00 P+?ANNING' S N x 0.01-3
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES
PIPE -FLOW VELOCITY(FE:ET/SEC.) - 15.0.4
GIVEN PIPE DIAMETER(INCH) .- 24.00 NQM3SR OF PIPES = I
PIPE-FLOW(CFS) = 37.1.0
PIPE TRAVEL T.I.ME (MIN. ) = 0.17 'Tc: (MIN. ) - 10.91.
LONGEST FLOWPATH FROM MODE 30.00 TO NODE 100.00 1100.00 FEET.
**;tk:k*�•*:k****k*:.**9c:.xh..8*:tk*R:. *:tAkic ;. J:. ..?a n........4.r.tkk:<....n....ns. ... .. .. .. ., .. .. k .. .. .. .. .,n.,
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM UOR CONVhUENC:Io-<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.91
RAINFALL INTENSITY(INCH/HR) = 3.36
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 12.50
TOTAL STREAM AREA(ACRES) = 12.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.10
* * CONFLUENCE DATA * *
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 52.69 14.03 2.893 0.98( 0.10) 0.10 20.8 10.00
2 37.10 10.91 3.364 0.98( 0.10) 0.10 12.5 30.00
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 84.98 10.91 3.364 0.98( 0.10) 0.10 28.7 30.00
2 84.44 14.03 2.893 0.98( 0.10) 0.70 33.3 1.0.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 84.98 TWMIN.) = 10.91
EFFECTIVE AREA(ACRES) = 28.68 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA --AVERAGED Fp(INCI-I/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 33.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
ek:k*ir*;k*****at**�F;Ir*yt*ie;k•k*�t;lr:ki:*�i ir:k*******•k•k;k�:*:k•A•k***�k*lki:***;k •k ;t***vl*.k :k :k it �r A•XOrk*st
FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 41
----------------------------------------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBARE?n<<<<
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENL') ««<
ELEVATION DATA: UPSTREAM(FEET) - 1496.50 DOWNSTREAM(FEET) - 1486.00
FLOW LENGTH(FEET) = 440.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) IS.58
GIVEN PIPE, DIAMETER(INCH) = 36.00 NUMBER OF PIDRS = 1
PIPE-FLOW(CFS) = 84.98
PIPE TRAVEL. TIME (MIN.) = 0.47 Tc: (MIN.) = 11..38
LONGEST FLOWPATH FROM NUDE 10.00 TO "!ODR 100.00 -- 21VO.00 DEET.
*k*****k***:4******•k k'k k**k*kJ.**., n � A**k n.. :c A kk 4n., kk:. .c ,. .. .. .. .. n., n n A.l k.: k A kkn k A.. ::*
FLOW PROCESS FROM (NODE 105.00 TO NODE 1.05.00 10 CODE = 81
----------------------------------------------------------------------------
>>v>>ADDITION OF SUBAREA TO MAINLINE PEAK I OO . < � - --
MAINLINE TQMIN) = 11.38
* 25 YEAR RAINFALL INTENSLTY(INCIi/HR) - 3.2S0
SUBAREA LOSS RA'Z'E DATA (AMC II)
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCIi/HR) (DECIMAL) CN
COMMERCIAL A 6.70 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) = 6.70 SUBAREA RUNOFF(CFS) = 19.19
EFFECTIVE AREA(ACRES) = 35.38 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 101.33
***:F*****k************:F**:t**:l•Ye************k*:r:•c�•**h***k*ir*****:P R•*:4 :: :r'r •k ic*•:r *:t*k
FLOW PROCESS FROM NODE 105.00 TO NODE 11.0.00 IS CODE = 41.
-----------------------------------------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) « <<<
ELEVATION DATA: UPSTREAM(FEET) = 1486.00 DOWNSTREAM(I'EET) = 1475.30
FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/S;C.) = 14.34
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1.
PIPE-FLOW(CFS) = 101.33
PIPE TRAVEL TIME (MIN.) = 0.70 Tc (MIN.) = 12..08
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 110.00 - 2 ^0.00 FEET.
************ie**+F4c*****:l'h:k*****k*k'kk*k***ir*:Y*k*kk**'**Ak*:k :, it lr*ir*kkk**:e*1l•:FikkJc
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«:«
MAINLINE TQMIN) = 12.08
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.165
SUBAREA LOSS RATE DA'1'A(AMC 11):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE, GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 29.30 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) = 29.30 SUBAREA RUNOFF(CFS) = 80.90
EFFECTIVE AREA(ACRES) = 64.68 AREA -AVERAGED Fm(INCH/HR) 0.10
AREA -AVERAGED Fp(INCH/HR) _ 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 69.30 PEAK FLOW RATE(CFS) = 178.57
«A•*A•**:�**•k******•k*::•*k:. :.k*:r +i -Y. kA•ki,k**•kkk*A.l ,r.,..*.+.*k.,.rK:r*ir Jc :l:4�;. .. ;: A:: ::YY::iS =kk
FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 41
»»>COMI'UTE PIPE -FLOW T!,^.VEli '1'[.ME TEWTJ il;t3:\RT:n�•::.
»»>USING USER-SPECIFIED P1P.ESIZE WX[5'CING CLI'sMEN'T)•::,«
ELEVATION DATA: UPS't'RFAM(FEET) -= 7.47':.30 DOWNSTREAM (F;?FT) '.157.!?1)
FLOW LENGTH(FEET) = 640.00 MANNING'S .N = 0.013
DEPTII OF FLOW TN 13-0 INCH PIPE TS 32'.3 ::n;CTIL:
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.89
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CF'S) = 178.57
PIPE TRAVEL TIME (MIN.) = 0.54 :I'c: (MI.N.) := 12.62
LONGEST FLOWPATH FROM NODE J. 0 . 0 0 TO .tTODE 11S.00 -- 3380.00 FEET.
****:F* **k****** * k** k k :t*kA'* k:t kK•:1••kir***•k •k ksr x'k*:ex*�It k k•k**•k �c** R* **:fir k�•**A•k*t A * *:t k :11
FLOW PROCESS FROM NODE 11.5.00 TO NODE 115.00 IS CODE = 10
-----------------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK #) 1 <<<<•.
**************tt:F*:Y:Y***:t:F:k**:F*9F*•k;F*:'r:rir*h*:kkk'k •k*k�•*kk•.Pk*9r kir is :Fk***w k;'r :E k*irkk*k '�•�
FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 IS CODE = 21
»»>RATIONAL METHOD INIJ'IAL SUBAREA ANALYSIS<<<,,<
>>USE TIME• -OF -CONCENTRATION NOMOGRAPH FOR INITLAJ, SUBAREA-<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1517.90 DOWNSTREAM(FEET) :1.508.30
Tc = K*[(LENGTH** 3.00)/(ELEVA'TION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) -• 12.202
* 25 YEAR RAINFALL INTENSI`PY(INCH/HR) = 3.146
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 1.37 0.98 0.1.0 32 12.2.0
SUBAREA AVERAGE PERVIOUS L,OL;.; RATE, i a (1':"IC:H/IfIi) - 0-o",
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap ; 0.10
SUBAREA RUNOFF(CFS) - 3.76
TOTAL AREA(ACRES) = 1.37 PEAK FLOW RATE(CFS) = 3.76
******k***tk:4it*k:t***•k*:l•9.•**kae*•k :: :k *:k*k:e :k**ter **k'::***k****A*****A-***.k k•l:**iris***A.A
FLOW PROCESS FROM NODE 25.00 TO NODE 50.00 IS CODE = 61
--------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME TIIRU SUBAREA««<
»»> (STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION (FRET) = 1508.30 DOWNSTREAiM EL,EVATION(FExT) 1505.'70
STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INClIES) -- 8.0
STREET HALFWIDTH(FEET) : 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE S'TREE'T' CROSS FALL (DECIM?1I,) = 0. 020
OUTSIDE STREET CROSSPALJADEC1MAL) = 0.020
SPECIFIED NUMBER OF HALCSTRPMETS LARRYINC, RULIJOTPU
STREET PARKWAY CROSS FALL (I) :r, i MAL) - 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200
Manning's FRICTION FACTOR for Back -of Walk Flow Srcti.on : 0.02.00
**TRAVEL TIME COMPUTED USING; 1 3T1M:' .V1'-;1) I'LO',`I (Cb'S)
STREETFLOW MODEL Rk,S'ULTS USING ESTIM,",i �.. Lu ['LO:dI ;
STREET FLOW DEPTH (1 -FEET) - C.46.
HALF'STREET FLOOD WIDTFI (F'F7L•T) = 15. 1.1
AVERAGE FLOW VELOCITY (x EET/ ,SEC .) L . /
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81
STREET FLOW TRAVEL TIME(MIN.) =. 3.80 Tc(MIN.) = 16.00
* 25 YEAR RAINFALL INTENSITY(INCA/HR) 2.614
SUBAREA LOSS RATE DATA(AMC 11):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) == 1.16
EFFECTIVE AREA(ACRES) = 1.87 AREA -AVERAGED F'm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.87 PEAK FLAW RATE(CFS) = 4.34
END OF' SUBAREA STREET FLOW HYDRAULICS:
DEPTII(VEET) = 0.46 HALF'STREET FLOOD WIDTII(FBET) = 15.19.
FLOW VEI,OCITY (FEET/SEC.) = 1.75 DHPTH*VELOCI'I'Y (FTkFT/SP,.C.) 0. 81
LONGEST FLOWPATH FROM NODE 20.00 TO NODP 50.00 1.100.00 FETr.
:t;t***:t �e �t*ir �r 9r*ic*Yt*:t*�c*:4•h*•k*�•:M;c****�c�.A*�cl•*k*k�F•k:F****A 9r*Jtk;F****:k****il•k?t*�:h h*k*k
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONF'f.,UENCR•:<<«
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE
TIME OF CONCENTRATION(MIN.)
= 16.00
RAINFALL INT'.ENSITY ( INCH/11R)
= 2.67
AREA -AVERAGED Fm (INCH/I-IK) =
0.10
AREA -AVERAGED Fp(INCIt/AIR) -
0.98
AREA -AVERAGED Ap = 0.9.0
EFFECTIVE STREAM AREA(ACRES)
= 1.87
TOTAL STREAM AREA(ACRES) =
1.87
PEAK FLOW RATE(CFS) AT CONFLUENCE =• 4.34
tt*:kaF**at****:k it 4r*Yc********,k*****�t*****ye•k:ir%'�Ir'k•kic•ki.•�r �c:F;F•k:tk:Y�c•klrYr•k*4r :k Yt*:Y k*:t :t *:F �r*ie it '
FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21
>> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<.
LNITIAL SUBAREA FLOW-LENGTH(FEET) _ 830.00
ELEVATION DATA: UPSTREAM (FEET) = 153.0.10 DOWNSTREAM(FEET) _ 1.505. •/0
Tc = K*[(LRNGTH** 3.00)/(ELEVATION CHANGE)]**0.7.0
SUBAREA ANALYSIS USED fvL1.NIMUM Tc (M,[N.) = L2.794
* 25 YEAR RAINFALL, INTENSITY(INCH/HR) :- 3.064
SUBAREA Tc AND LOSS IZA'J'^ DATA(AMC 21)
DBVEI.,OPM fNT TYPE/ SCS SOIL AREA lig Ap :J 'S TC
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A. 1.00 0.98 0.1.0 32 1.2.75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Pp(INCH/HI.) - 0.93
SUBAREA AVERAGE PERVIOUS AREA FRACTLOiM, Ap 0.1.0
SUBAREA RUNOFF(CFS) -- 2.07
TOTAL AREA(ACRES) = 1..00 PEAK FLOW RATE(CFS) 2,67
:k irkk:Fkk•kx;F :Y ?:*k k,'rkk F :.ttkkkkkk k ki: i•:tkh .. .. t••v R.. ., .... .. .. ., .. _ .. .. ..
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR COMM5UEibCA�v ,<,
»»>AND COMPUTE VARIOUS CONFT,UENCED STREAM Vt1LU.L t:i
TOTAL NUMBER OF STREAMS = 2 'N
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.75
RAINFALL INTENSITY(INCH/HR) = 3.06
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.00
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.u7
** CONFLUENCE DATA **
STREAM Q Tc
NUMBER (CFS) (MIN.)
1. 4.34 16.00
2 2.67 12.75
7ntensiLy Fp(Fm)
(INCH/HR) (INCH/HR)
2.674 0.98( 0.10)
3.064 0.98( 0.10)
Ap Ae HEADWATER
(ACRES) NODE
0.10 1.9 20.00
0.10 1.0 40.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RA'T'IO
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 6.65 12.75 3.064 0.9'1( 0.1U) 0.10 2.5 40.00
2 6.66 16.00 2.674 0.93( 0.1.0) 0.10 2.9 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.66 TOMIN.) = 16.00
EFFECTIVE AREA(ACRES) = 2.87 AREA -AVERAGED Fm(INCH/HR) _ 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.87
LONGEST FLOWPATH FROM NODE 20.00 TO NODES 50.00 =- 1100.00 FEET.
:F:Fkk*k;F**kk:k:Yk*tt :F :Fk:F :k :F:Fhxir*:l•ir*k;l•*ilick:Fkk*kic*.YkXkkk*k:l•kie :F it ,F k:F*:F J:kk�k.. nkk*k*:kkk
FLOW PROCESS PROM NODE 50.00 TO NODE 55.00 IS COPE - 62
»»'COMPUTE STREET FLOW TRAVEL TIME THRU SUBARE1l««<
»»> (S'T'REET TABLE SECTION 4 1 USED) <<<<<
UPSTREAM ELEVATION(FEET) = 1505.70 DOWNSTREAM ELEVATION(FEET) : 1495.00
:STREET LENGTH(FEET) = 430.00 CURB LECGHT (INCHES) = 8.0
STREET HATXWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL CRADELREAMPF, RT) = 2340
INSIDE STREET CROSSFALL(DECIMAL) = 0.02.0
OUTSIDb, STREET CROSSFAL1t (DRC TMAL) 0-020
SPECIFIED NUMBER OF TIAL;': TREETi;
STREET PARKWAY CROSS! *:1Ait � (Di'C:IMIAL) 0 . 0^_0
Manni.ng's FRICTION ;;'ACTOR Lor Stre(_.Lf1.-)w 0.0'..5C
Manning's FRICTION FACTOR for Back -of -`n'a.l.k Flow Scc;tion 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.30
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH (F;;
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for SLxFe:i_fl.�+n1 <c-cl-ion(c:urb•1.n. t,urb) -• n.01.50
Manning's FRICTION FACTOR for Back -of Aril !c' Flow Section 0.0200
*4TRAVE;L TIME COMPU'lEED i/c;ING
STREETFLOW MODEL RL',`.'UI I';, OSINO i35TlMi'Tii :"i �'I.,•J';.'
STREET FLOW DEPTH(FEET) = 0.3b
HALFSTREET FLOOD W T DTH (F E 4,'I') 11 .11,11
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.09
S'T'REET FLOW 'TRAVEL T IMIE (MIN.) _ 3.36 l:; 1rilN.) = 1.,, . i 7
'c' 25 YEAR RAINFALL
SUBAREA LOSS RATE DA'CA (AMC 11):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECT.MAL) C.N
COMMERCIAL A 1.00 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, ^p(INCH/FIR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.1.0
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.14
EFFECTIVE AREA(ACRES) = 4.09 AREA -AVERAGED Fm(TNCH/HR) = 0.10
AREA --AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERACF.D Tp = 0.10
TOTAL AREA(ACRES) = 4.47 PEAK FLOW RATE(CFS) 8.76
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.35 HALFSTREET FLOOD W.IDT[A (t` h,''1,:T) �- 11.30
FLOW VELOCITY (FEET/SLC,.) -: 3.14
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 2460.00 FEET.
:F*ir •k 9t 7F �: K:F �r :F •h*it :F**:F �•9e :Fit*:F:F**kx**k*:F*kk:Fkh*:F :r k -k •k*:: A****'k :F :: .1 :c kit k*h'k kh h•k:. :r h:F ;e* kh
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 :CS CODE = 61
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<-;<
»»> (STANDARD CURB SECTION USED) <<,<<
UPSTREAM ELEVATION(FEET) = 1484.30 DOWNSTREAM' ELEVATION(FEET) = 1465.2.0
STREET LENGTH(FEET) _ '700.00 CTIRB HEIGH')'(INCHES) 8.0
STREET 11ALFWIDTH (FEE`1') = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBRC&K(1,2E'T) = J.I..00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUXO F 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR fox, Streetflow Sect.ion(curb-to curb) " 0.0200
Manning's FRICTION FACTOR fox- Back•at•Walk flow Section _ 0.0200
**TRAVEL 'TIME COMPUTED USING ESTIMATED FLOW(CPS) - ]-G.Gu
STREETFLOW MODEL RESULTS USING RSTIMAtl'L+:D FLOW:
STREET FLOW DEPTH(FfET) _ 0.39
HALFSTREET FLOOD WIDTII (N'1:Ili T) = 11.82
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.15
PRODUCT OF DEPTH&VELOCITY(FT*F'T/SE1C.) 1..24
STREET FLOW TRAVEL T11VIE (MIN.) = 3.70 Tc (N{1'N.) =: 21.81
* 25 YEAR RAINFALL INTENSITY (INC'H/HR) = 2..21'1
SUBAREA LOSS RATE DAI'A(AMC_ 11) :
.�-��r.:�.er,X17!?�;=�.}'.iVE'.Ci••C'7���.t�:',i�+��.-'.Y�kr'�>�".'.a"•'�'!'`��',5=.-•$��37'-."r,=�RE1� r?;'.>= . F.},5 '.,r j.?�.= ��a::.' x.e,;s; , ��.:�'�== :_. •.'_. ..
LAND USE
COMMERCIAL
SUBAREA AVERAGE PERVT.OU,;
SUBAREA AVERAGE PERVTOUS
SUBAREA ARLA(AORES)
EFFECTLVL AREA (ACRES) -
AREA -AVERAGED Fp (INCR/1-11Z)
TOTAL AREA(ACRES) ---
GROUP (ACRES) (INCH/HR) (DECIMAL) CN
A 1.10 0.98 0 10 32
LOSS DATE, I'p (TF(''11/r1k) 1 . "^
AREA 'RACT.ION, 1p 0.10
'j ..39 ^.1ZE!� AVERX LI1t
-- 0.97 ARRA--AVUR 1GED Ap = t; . Lo
.77 PEAK i''�•O J ILTiTn (C'P't�) 1C 3
END OF SUBAREA STREET FLOW HYDRAULICS:
DEP`.CII ( FEET) = 0.40 HA.LF 31'REI T FLOOD uJ i 1'11 ; laS i) = I L .
FLOW VELOCITY (FEET/;31� C.) -. 3 ..L6 llUI,'1' 1" VLLOC"1' "i i . ;U -
LONGEST F'LOWPATH FROM NODE 20.00 TO NODE 70.00 - 3 7.6 0 . 0 0 F3313'1 .
***********k:e******:'F****•kk:kir:Y****k*•kk+:kkk*A•k kI**k**%Al A.*I* F:: k*k* i kir k'k ;Yn:i N
FLOW PROCESS FROM NODE '70.00 TO NODE 115.00 IS CODE = 41
-----------------------------------------------------------
>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<�<
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<<
ELEVATION DATA: UPSTREAM (FEET) -- 1465 .20 DOS•INSTREAM (I?T'E'i')
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OI' FLOW IN 24.0 INCH PIPE IS 5.4 INCHES
PIPE -FLOW VELOCITY (FEBT/SEC.) = 19.39
GIVEN PTPF DIAMETER (I.NC14) = 24.00 NUMBER OF PIPES = I
PIPE-FLOW(CFS) = 10.28
PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 21.91
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 1.15.00 = 3200.00 FEET.
FLOW PROCESS FROM NODE 115.00 TO NODE 1.15.00 IS CODE = 11
»»>CONFLUBNCE' MEMORY BANK #r 1 hJ1'Ili THE MATO--STREAPI :•i}:;i:ORY�•;
** MAIN STREAM CONFLUENCE DATA :e*
STREAM Q `I'c lutensity Fp (Vm) Ap Ae HEADWAXER
NUMBER (CFS) (MTN.) (INCH/HR) (INCiI/IIR) (ACRT7S) NODE:
1 10.28 21.91 2.215 0.97( 0.10) 0.10 5.4 40.00
2 10.08 25.21 2.036 0.97( 0.10) 0.10 5.8 20.00
LONGEST FIOWPATH FROM NODE 20.00 TO NODE 115.00 = .3200.00 FEET.
** MEMORY BANK ## 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATPR
NUMBER (CFS) (MIN.) (INCH/FIR) (TNCFI/HR) (ACRES) NODE
1 178.57 12.62 3.08d 0.9'7 ( 0.1.0) 0.1-0 64.7 30.00
2 165.79 15.76 2.698 0.98( 0.10) 0.10 69.3 10.00
LONGEST FLOVJPA'1'H P'Rri^R NODE 10.00 'TD 1T LIE,:
1.15.00 3-1)c0.00 L'L:In, .
* * PEAI< PLOW RATE TABT,E *
STREAM Q Tc T. rttens i ty Fp (Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1.86.92 12.62 3.084 0.97( 0.10) 0.10 67.8 30.00
2 174.87 1.5.76 2.698 0.98 ( 0.10) 0.1.0 '73.2 1.0.00
3 145.2.5 21.91 7..215 0,98( 0.10) 0.1.0 741.7 40.00
4 133.65 25.21 2..036 0.98( 0.1.0) 0.10 75.1 2.0.00
_ -. • ��:.'.�.-::::,:T4�'AL,•-:�I?:�:4�R]✓�2ES:)w�.:;->:...:^_.75.s 07.x:-:._.
COMPUTED CONFLUENCE PST I MATES API:? n ;
I PEAK FLOW RATE (CFS) - 186.92 Tc(MIN.) := 13 GJ IJ
EFFECTIV2 AREA(ACRE:;) 67.78 A.R ?',-AVERAG3D
ARRA-AVERAGRD
TOTAI., AR.BA(ACRES) 07
LONGEST FLOWPATH FROM NODE 10.00 T13 :10I2 2 ,' 115.00 3 .', ^ 0 . 0 0 lul:;'T .
ek**•k**h********•k*:tir************:Y******aE**k*9c****kk*********s4******:Y+kk :tr**kk*
FLOW PROCESS FROM NODE 115.00 TO NODE 1.20.00 IS CODE = 41
>»,.COMPUTE' PIPE-PL,O'i`1 `ii; `•+:iL TTM 'P.TP.� ^.::c:1<• .
»»>USING USER-SPECIFIED PI:PI:: ! ZE (EX-ISTING Ll,�tii•;I;DI'S) :.<•:
ELEVATION DATA: UPSTRE.'1M(FEET) = 1457.80 DOWNSTREAM(;?EET) -• 1,56.20
FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.84
GIVEN PIPE DIAMETER(INCH) = 48.00 NiJI'•1BER OF PIPES = 1
PIPE-FLOW(CFS) = 186.92
PIPE TRAVEL TIME (MIN.) = 0.05 Tc(MIN.) - 12.67
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 120.00 3140.00 FEET.
k*:Y:'rh**•kvY*k*****:l•:rhk:'.r*:Y:Y:Y***k****•kR:r:Y•kk:ri•kk�kirk*k**:rkAk.t :4 �;r �kkS t:Y*k*k•k A•k:e :r r.
FLOW PROCESS FROM NODl,I 120.00 TO NOD[: 1.20.00 1S CODE = 8i
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 12.67
* 25 YEAR RAINFALL INTENSITY(INCII/I-IR) = 3.076
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) ('"NCI AIR) (UECTMAL) (:N
COMMERCIAL A 1.7.80 0.98 0.10 32
COMMERCIAL A 2.80 0.98 0.10 32
COMMERCIAL A 0.40 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS PlVrG, Fp (INCH/Ill.) - 0.9?
SUBAREA AVERAGE PERVIOU:-' ARF2', 17RiACTIOM; 0.''?
SUBAREA AREA(ACRES) -- 21.00 SUBAREA RUtvOFF(CFS) `56.30
EF'FE:CTIVE AREA(ACRES) = 88.78 ARRA-AVERAGED F'm(INC;H/HR) 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 96.07 PEAK FLOW RATE(CFS) W 238.02
**:Y*********•kk*�r*:Y****A•k**k***k*k******k.Y**oi•k*kA• •:Y*:Y***•k****:Y***-k**:l•'r 'r****•k*
FLOW PROCESS FROM NODE 1.20.00 TO NODE :1.30.00 I'S CODE - 41
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBARSA««<
»>USING USER-SPEC.LFIF.T? PIPESI_7E (EXI:SP]' NC; ELEMEN'i) <•::..
TLEVATION DATA: UPSTREAM(FEE'.!') = 1.45f.2(l DOW NSTPEAM(FEBT) ':.43.50
FLOW LENGTH(FEET) _ 660.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(F'ERT/SEC.) Xkk**k
PIPE FLOW VELOCITY =: (TOTAL FLOW) / (P f PL t,'Rof,S SECTION Aid;A)
GIVEN PIPE DTAMI I'ER(INCII) _ 4.00 NUMBER OF PIPES = 1
1
PIPE-FLOW(CFS) = 238.02
PIPE TRAVEL TIME(MIN.) = 0.00 TC(MJN.) 12.67
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 4100.00 FEET.
a**k**kkka*k*akkkkk*k:4**nk*i:*kk*kkhhkkx�. .kk.lhk.Y:Y*.t:4ik.tA•„,.,.... ..,..,.... ..,..
P'Low PROCESS FROM ti^.'�.0 � '.• :' . C C 1 _i [ ;) . .': � ..
»>ADDITION OV SUBAREA 1170
MAINLINE Tc (MIN) =• J ;? . 67
* 25 YEAR RAINFALL INTENS•I'TY(INCH/HR) = 3.076
SUBAREA LOSS RATE DATA(AMC TI):
DEVELOPMENT TYPE/ SC3 SOIL ARTA FN p C'S
LAND USE CR0U1' (ACRES) ?IC',�./IIR.) l:%i:CIMAL' f'N'
RESIDENTIAL
113-4 DWELLINGS/ACRE" A 9.20 0.98 0.60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp (INCH/11R) 0.90
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 20.62
EFFECTIVE AREA(ACRES) = 97.98 AREA AVERAGED Fm(I.NCII/HR) 0.14
AREA -AVERAGED Fp(INCII/HR) = 0.98 AREA AVERAGED Ap = 0.15
TOTAL AREA(ACRES) = 105.27 PEAIZ FLOW RATE(CFS) = 258.60
k***kk**k**k*k******kirk**k**k�•*kirk***k*k•k*�.'k***a*kk:k kk*k*k*kair •k lora k*•k*kkk**i•
FLOW PROCESS FROM NODE 130.00 `40 NODE 140.00 IS CODE = 4:1.
»»>COMPIITE PIPE -FLOW TRAVEL, TIME THRU SUS ARRA«.:;_
»»>USING USER-SPECIFIED PIPESIZE (RXTSTINCI
ELEVATION DATA: UPSTREAM(FEET) _ 1443.50 DOWNS'rREAr9FE.ET) - 14:30.GO
FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = * ****
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION ARSA)
GIVEN PIPE DIAMETER (INIC1F) - 4.50 NUr:1UF .2 OF PTr;,S
PIPE-FLOW(CFS) = 258.60
PIPE TRAVEL TIMP (MIDI.) = 0.00 Tc, (MIN.) = :1.2.68
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 140.00 -1700.00 FEET.
A,k*k*k:Qa*****3.1-t :. .... .. .. .... .. ...i 1 §*r .* • .. n .c 5;... I., .... A A �. :: :t n. .4' '
FLOW PROCESS FROM NODE 14 0 . O U TO 1.10LE 140.00 is CCn : = 01
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<-<<
MAINLINE Tc(MIN) = 12.68
* 25 YEAR RAINFALL INTENS.T.TY(INLH/I•IR) = 3.075
SUBAREA LOSS RATE DATA (AMC II) :
DEVELOPMENT TYPE/ SCS SSOIL AREA Fp Ap f.;CS
LAND USE CROUP (ACRES) (INCH/HR) (UECT.MAL) CN
COMMERCIAL A 1.6.80 0.98 0.1.0 32
SUBAREA AVERAGE PERVIOUS LOSS RA'Z'E, Fp (INCIA/fill) = 0.98
SUBAREA AVERAGE PER.V TOUS AREA ,?RAC'I.' r(`;i, 7q) .. 0.10
SUBAREA AREA(ACRES) 16.80 SUBAREA RUNOFF(CYS) 1:5.0?
EFFECTIVE AREA(ACRES) = 114.78 AREA -AVERAGED Fm(INCH/HR) = 0.14
AREA -AVERAGED Fp (TNCIi/ f'IR) 0.98 ARTA AVERAGED Ap --- 0 -1 1
TO'T'AL ARRA(ACRES) = 122.07 PEAK FLOW RA`is(C!FS) - 303.57
it*ka**X*kk*kk*kir*k***k•****kk***ka.k*Akkk*FkA kirk*** k** AA k A A A.'. k kA kA kk.Ykkk:Y
FZiOW PROCESS FROM NODE. 140.00 TO NODr 150.00 J.S CODE = 4�1
------------------------------------------------------------------------------
»»>COMPU'TE PIPE -FLOW 'TRAVEL TIME 'rHRTJ StJt31\J2i'A«<:•_<
»»USING USER --SPECIFIED )?IPEM';E (HEXT 1't,�TC ELT"NI.RPT) -
ELEVATION DATA: UPST'R;v.,'.NT(F,, ET)
FLOW LENGTH(FEET) 41)0.00 M! 1NING' S ", 0 . c i 3
ASSUME FULL -FLOWING 10.1.1'OLINF
PIPE FLOW VELOCITY (T -v,E .'/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SEC'T'ION AREA)
GIVEN PIPE DIAMETER.(INCH) = 5.00 NUMBER OF PIPES - 1
PIPE-FLOW(CFS) - 303.57
PJ P8 TRAVEL TEME (MI N1.) -- (. 00 _ (mIAJ.) ''1. 68
LONGEST FLOWPATH FROM NODE 1.0. 00 TO NODE 150.00 -- 5-'_0.00
n*****:k*k**•k**k**•k*!,'kk**k J::<x.P*i. .•: *Jr '.*icI **gin Jt*� •;Y*A7 .<**
FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE: = 81
----------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<
MAINLINE Tc (MIN) = 1.2.68
* 25 YEAR RAINFALL INTFNS.T.TY(TNCII/f1R) = 3.075
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL
AREA Fp :1p
SCS
LAND USE GROUP
(ACRES) (TNCII/HR) (J)o'CIMAL)
CN
RESIDENTIAL
111.1.i• DWELLINGS/ACRE," A
4.50 0.98 0.20
.3^
NATURAL GOOD COVER
"GRASS" A
5.60 0.94 1.00
38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(1N^II/HR) -- 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.64
SUBAREA AREA(ACRES) = 10.10
SUBAREA RUNOFF(CFS) _= 22.41
EFFECTIVE AREA(ACRE;S) = 124.88
APPA AVERAGED Fm(INCIf./HR)
- 0.1.7
AREA -AVERAGED Fp (INC:./HR) 0.97
AUU.", :: •,'_"jrL,GErD Ap = .0 . L.)
TOTAL AREA(ACRES) = 132.17
PEAK FLOW RATE(CFS) =
.325.96
END OF STUDY SUMMARY:
TOTAL AREA (ACRES) = 1.32.17
TC (MIN.) = 1.2.68
EFFECTIVE AREA (ACRES) 121 38
nV7xRACIED -",ill
AREA -AVERAGED Fp (INCA/TIR) 0.9'7
Llt) = 0 . 12
PEAK FLOW RATE(CFS) = 325.96
** PEAK FLOW RATE TABLE 'ti*
STREW- Q Tc Intensity
Fp (Fat) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCII/I-IR) (ACRES) NODE
1 325.96 12.68 3.075
0.97( 0.1.7) 0.18 124.9
30.00
2 295.50 15.83 2.692
0.97( 0.17) 0.18 130.3
1.0.00
3 241..97 21..98 2.211
0.97( 0.17) 0.18 1.31.8
40.00
4 221.52 25.28 2.033
0.97( 0.17) 0.18 1.32.?,
20.00
END OF RA'T'IONAL METHOD ANALYSIS
Hydraulics
A) Undeveloped condition
- 2 year storm, 2 year intensity,
AMC I
- 10 year storm, 5 year intensity,
AMC II
- 25 year storm, 10 year intensity,
AMC II
- 100 year storm, 25 year intensity,
AMC II
****************************************************************************
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 1400
Analysis prepared by:
Allard Engineering
8253 Serria Avenue Fontana Ca. 92335
************************** DESCRIPTION OF STUDY **************************
* JUNIPER STORM DRAIN
* 2 YEAR STORM EVENT, 2 YEAR INTENSITY, AMC I
* UNDEVELOPED CONDITION BY: E.I.
**************************************************************************
FILE NAME: JUNU02.DAT
TIME/DATE OF STUDY: 16:23 07/13/2004
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
----------------------------------------------------------------------------
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 2.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.90
*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) = 0.7000
*ANTECEDENT MOISTURE CONDITION (AMC) I 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 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125
-------
-------
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 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) = 1526.50 DOWNSTREAM(FEET) = 1523.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.996
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.244
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
NATURAL GOOD COVER
"GRASS" A 1.00 1.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA RUNOFF(CFS) 0.22
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN (MIN.)
1.00 21 23.00
1.00
0.22
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1523.50 DOWNSTREAM(FEET) = 1518.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0110
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.22
FLOW VELOCITY(FEET/SEC) = 1.57 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 5.30 Tc(MIN.) = 28.29
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 800.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 28.29
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.099
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 8.90 1.00 1.00 21
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 8.90 SUBAREA RUNOFF(CFS) = 0.79
EFFECTIVE AREA(ACRES) = 9.90 AREA -AVERAGED Fm(INCH/HR) = 1.00
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 9.90 PEAK FLOW RATE(CFS) = 0.88
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 51.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1518.00 DOWNSTREAM(FEET) =' 1505.70
CHANNEL LENGTH THRU SUBAREA(FEET) = 750.00 CHANNEL SLOPE = 0.0164
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.88
FLOW VELOCITY(FEET/SEC) = 1.92 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 6.51 TC(MIN.) = 34.80
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 34.80
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.971
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
NATURAL GOOD COVER
"GRASS" A 10.90 1.00 1.00
21
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
* RAINFALL INTENSITY IS LESS THAN AREA -AVERAGED Fp;
* IMPERVIOUS AREA USED FOR RUNOFF ESTIMATES.
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 0.00
EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR)
= 1.00
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 1.00
* RAINFALL INTENSITY IS LESS THAN AREA -AVERAGED Fp;
* IMPERVIOUS AREA USED FOR RUNOFF ESTIMATES.
TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) =
0.88
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 34.80
RAINFALL INTENSITY(INCH/HR) = 0.97
AREA, -AVERAGED Fm(INCH/HR) = 1.00
AREA -AVERAGED Fp(INCH/HR) = 1.00
AREA -AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 20.80
TOTAL STREAM AREA(ACRES) = 20.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.88
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00
ELEVATION DATA: UPSTREAM(FEET) = 1518.50 DOWNSTREAM(FEET) = 1515.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.504
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.374
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
NATURAL GOOD COVER
"GRASS" A 1.00 1.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA RUNOFF(CFS) = 0.34
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN (MIN.)
1.00 21 19.50
1.00
0.34
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 35.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1515.00 DOWNSTREAM(FEET) = 1511.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE = 0.0167
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.34
FLOW VELOCITY(FEET/SEC) = 1.94 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 21.57
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 35.00 = 480.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 21.57
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.293
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 3.30 1.00 1.00 21
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 0.87
EFFECTIVE AREA(ACRES) = 4.30 AREA -AVERAGED Fm(INCH/HR) = 1.00
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 1.13
FLOW PROCESS FROM NODE 35.00 TO NODE 51.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1511.00 DOWNSTREAM(FEET) = 1505.70
CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 CHANNEL SLOPE = 0.0118
CHANNEL FLOW THRU SUBAREA(CFS) = 1.13
FLOW VELOCITY(FEET/SEC) = 1.67 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 4.50 Tc(MIN.) = 26.07
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 51.00 = 930.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 26.07
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.154
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 8.20 1.00 1.00 21
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 1.14
EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED Fm(INCH/HR) = 1.00
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 1.74
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 26.07
RAINFALL INTENSITY(INCH/HR) = 1.15
AREA -AVERAGED Fm(INCH/HR) = 1.00
AREA -AVERAGED Fp(INCH/HR) = 1.00
AREA -AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 12.50
TOTAL STREAM AREA(ACRES) = 12.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.74
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
0.88
34.80
2
1.74
26.07
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
0.971 1.00( 1.00)
1.154 1.00( 1.00)
Ap Ae HEADWATER
(ACRES) NODE
1.00 20.8 10.00
1.00 12.5 30.00
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 2.52 26.07 1.154 1.00( 1.00) 1.00 28.1 30.00
2 0.88 34.80 0.971 1.00( 1.00) 1.00 33.3 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.52 Tc(MIN.) = 26.07
EFFECTIVE AREA(ACRES) = 28.08 AREA -AVERAGED Fm(INCH/HR) = 1.00
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 33.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 26.07
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.154
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 1.00 0.10 17
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 0.95
EFFECTIVE AREA(ACRES) = 29.08 AREA -AVERAGED Fm(INCH/HR) = 0.97
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.97
TOTAL AREA(ACRES) = 34.30 PEAK FLOW RATE(CFS) = 4.85
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 26.07
RAINFALL INTENSITY(INCH/HR) = 1.15
AREA -AVERAGED Fm(INCH/HR) = 0.97
AREA -AVERAGED Fp(INCH/HR) = 1.00
AREA -AVERAGED Ap = 0.97
EFFECTIVE STREAM AREA(ACRES) = 29.08
TOTAL STREAM AREA(ACRES) = 34.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.85
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 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) = 1517.90 DOWNSTREAM(FEET) = 1508.30
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
12.202
* 2 YEAR RAINFALL INTENSITY(INCH/HR)
=
1.820
SUBAREA Tc AND LOSS RATE
DATA(AMC I ):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 1.37
1.00
0.10 17 12.20
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR)
=
1.00
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
2.12
TOTAL AREA(ACRES) =
1.37 PEAK FLOW
RATE(CFS)
= 2.12
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 51.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1508.30 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.75
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.34
HALFSTREET FLOOD WIDTH(FEET) = 9.07
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.36
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.46
STREET FLOW TRAVEL TIME(MIN.) = 4.91 Tc(MIN.) = 17.11
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.486
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 1.00 0.10 17
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.25
EFFECTIVE AREA(ACRES) = 2.37 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.37 PEAK FLOW RATE(CFS) = 2.96
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.42
FLOW VELOCITY(FEET/SEC.) = 1.37 DEPTH*VELOCITY(FT*FT/SEC.) = 0.48
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 51.00 = 1400.00 FEET.
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 17.11
RAINFALL INTENSITY(INCH/HR) = 1.49
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 1.00
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 2.37
TOTAL STREAM AREA(ACRES) = 2.37
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.96
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.85 26.07 1.154 1.00( 0.97) 0.97 29.1 30.00
1 0.88 34.80 0.971 1.00( 0.97) 0.97 34.3 10.00
2 2.96 17.11 1.486 1.00( 0.10) 0.10 2.4 20.00
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 7.81 17.11 1.486 1.00( 0.87) 0.87 21.5 20.00
2 7.10 26.07 1.154 1.00( 0.90) 0.90 31.5 30.00
3 2.74 34.80 0.971 1.00( 0.92) 0.92 36.7 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.81 Tc(MIN.) = 17.11
EFFECTIVE AREA(ACRES) = 21.46 AREA -AVERAGED Fm(INCH/HR) = 0.87
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.87
TOTAL AREA(ACRES) = 36.67
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 55.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1505.70 DOWNSTREAM(FEET) = 1495.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 430.00 CHANNEL SLOPE = 0.0249
CHANNEL FLOW THRU SUBAREA(CFS) = 7.81
FLOW VELOCITY(FEET/SEC) = 3.71 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.93 Tc(MIN.) = 19.05
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 55.00 = 1980.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
- ---------------
MAINLINE Tc(MIN) = 19.05
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.393
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.20 1.00 0.10 17
NATURAL POOR COVER
"GRASS" A 0.40 0.85 1.00 47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.43
EFFECTIVE AREA(ACRES) = 22.06 AREA -AVERAGED Fm(INCH/HR) = 0.87
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.87
TOTAL AREA(ACRES) = 37.27 PEAK FLOW RATE(CFS) = 10.48
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 19.05
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.393
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 6.70 1.00 1.00 21
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 2.37
EFFECTIVE AREA(ACRES) = 28.76 AREA -AVERAGED Fm(INCH/HR) = 0.90
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.90
TOTAL AREA(ACRES) = 43.97 PEAK FLOW RATE(CFS) = 12.85
FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1495.00 DOWNSTREAM(FEET) = 1484.30
CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = 0.0173
CHANNEL FLOW THRU SUBAREA(CFS) = 12.85
FLOW VELOCITY(FEET/SEC) = 3.50 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.95 Tc(MIN.) = 22.00
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 2600.00 FEET.
FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 22.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.278
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 1.00 0.10 17
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.06
EFFECTIVE AREA(ACRES) = 29.76 AREA -AVERAGED Fm(INCH/HR) = 0.87
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.87
TOTAL AREA(ACRES) = 44.97 PEAK FLOW RATE(CFS) = 12.85
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81
----------------------------------------------------------------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 22.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.278
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 26.90 1.00 1.00 21
NATURAL GOOD COVER
"GRASS" A 9.70 1.00 1.00 21
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 36.60 SUBAREA RUNOFF(CFS) = 9.16
EFFECTIVE AREA(ACRES) = 66.36 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.94
TOTAL AREA(ACRES) = 81.57 PEAK FLOW RATE(CFS) = 20.08
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1484.30 DOWNSTREAM(FEET) = 1465.20
CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL SLOPE = 0.0273
CHANNEL FLOW THRU SUBAREA(CFS) = 20.08
FLOW VELOCITY(FEET/SEC) = 4.96 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 24.35
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 3300.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 24.35
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.202
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.30 1.00 0.10 17
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.29
EFFECTIVE AREA(ACRES) = 67.66 AREA -AVERAGED Fm(INCH/HR) = 0.93
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.93
TOTAL AREA(ACRES) = 82.87 PEAK FLOW RATE(CFS) = 20.08
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 24.35
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.202
SUBAREA LOSS RATE DATA(AMC I
DEVELOPMENT TYPE/ SCS SOIL
AREA Fp Ap
SCS
LAND USE GROUP
(ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A
0.70 1.00 0.10
17
NATURAL GOOD COVER
"GRASS" A
17.80 1.00 1.00
21
COMMERCIAL A
2.80 1.00 0.10
17
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85
SUBAREA AREA(ACRES) = 21.30
SUBAREA RUNOFF(CFS) = 6.71
EFFECTIVE AREA(ACRES) = 88.96
AREA -AVERAGED Fm(INCH/HR)
= 0.91
AREA -AVERAGED Fp(INCH/HR) = 1.00
AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 104.17
PEAK FLOW RATE(CFS) =
23.57
****************************************************************************
FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52
>> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1465.20 DOWNSTREAM(FEET) = 1453.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 CHANNEL SLOPE = 0.0185
CHANNEL FLOW THRU SUBAREA(CFS) = 23.57
FLOW VELOCITY(FEET/SEC) = 4.26 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.58 Tc(MIN.) = 26.94
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 3960.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 26.94
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.132
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 1.00 0.10 17
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 0.93
EFFECTIVE AREA(ACRES) = 89.96 AREA -AVERAGED Fm(INCH/HR) = 0.90
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.90
TOTAL AREA(ACRES) = 105.17 PEAK FLOW RATE(CFS) = 23.57
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 26.94
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.132
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 9.20 1.00 1.00 21
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 1.09
EFFECTIVE AREA(ACRES) = 99.16 AREA -AVERAGED Fm(INCH/HR) = 0.91
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 114.37 PEAK FLOW RATE(CFS) = 23.57
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1453.00 DOWNSTREAM(FEET) = 1441.10
CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0198
CHANNEL FLOW THRU SUBAREA(CFS) = 23.57
FLOW VELOCITY(FEET/SEC) = 4.41 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 29.20
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 90.00 = 4560.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 29.20
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.078
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 1.00 0.10 17
NATURAL POOR COVER
"GRASS" A 0.60 0.65 1.00 47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 0.39
EFFECTIVE AREA(ACRES) = 100.06 AREA -AVERAGED Fm(INCH/HR) = 0.91
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 115.27 PEAK FLOW RATE(CFS) = 23.57
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 29.20
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.078
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 16.80 1.00 1.00 21
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 16.80 SUBAREA RUNOFF(CFS) = 1.18
EFFECTIVE AREA(ACRES) = 116.86 AREA -AVERAGED Fm(INCH/HR) = 0.92
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.92
TOTAL AREA(ACRES) = 132.07 PEAK FLOW RATE(CFS) = 23.57
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1441.10 DOWNSTREAM(FEET) = 1424.90
CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL SLOPE = 0.0231
CHANNEL FLOW THRU SUBAREA(CFS) = 23.57
FLOW VELOCITY(FEET/SEC) = 4.77 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.45 Tc(MIN.) = 31.65
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 5260.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 31.65
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.027
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.10 1.00 0.10 17
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 0.92
EFFECTIVE AREA(ACRES) = 117.96 AREA -AVERAGED Fm(INCH/HR) = 0.91
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 133.17 PEAK FLOW RATE(CFS) = 23.57
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 31.65
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.027
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE, GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 18.50 1.00 1.00 21
NATURAL GOOD COVER
"GRASS" A 9.10 1.00 1.00 21
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 27.60 SUBAREA RUNOFF(CFS) = 0.68
EFFECTIVE AREA(ACRES) = 145.56 AREA -AVERAGED Fm(INCH/HR) = 0.93
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.93
TOTAL AREA(ACRES) = 160.77 PEAK FLOW RATE(CFS) = 23.57
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 160.77 TC(MIN.) = 31.65
EFFECTIVE AREA(ACRES) = 145.56 AREA -AVERAGED Fm(INCH/HR)= 0.93
AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.93
PEAK FLOW RATE(CFS) = 23.57
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 23.57 31.65 1.027 1.00( 0.93) 0.93 145.6 20.00
2 8.00 44.35 0.839 1.00( 0.93) 0.93 155.6 30.00
3 7.00 55.41 0.734 1.00( 0.93) 0.93 160.8 10.00
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
****************************************************************************
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 1400
Analysis prepared by:
Allard Engineering
8253 Serria Avenue Fontana Ca. 92335
************************** DESCRIPTION OF STUDY **************************
* JUNIPER STORM DRAIN
* 10 YEAR STORM EVENT, 5 YEAR INTENSITY, AMC II
* UNDEVELOPED CONDITION BY: E.I.
**************************************************************************
FILE NAME: JUNU10.DAT
TIME/DATE OF STUDY: 16:25 07/13/2004
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
----------------------------------------------------------------------------
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.90
*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) = 0.9100
*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 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125
-------
-------
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*..(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 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) = 1526.50 DOWNSTREAM(FEET) = 1523.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.996
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.618
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
NATURAL GOOD COVER
"GRASS" A 1.00 0.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA RUNOFF(CFS) = 0.61
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN (MIN.)
1.00 38 23.00
0.94
0.61
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1523.50 DOWNSTREAM(FEET) = 1518.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0110
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.61
FLOW VELOCITY(FEET/SEC) = 1.57 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 5.30 Tc(MIN.) = 28.29
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 800.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 28.29
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.429
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A B.90 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 8.90 SUBAREA RUNOFF(CFS) = 3.95
EFFECTIVE AREA(ACRES) = 9.90 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 9.90 PEAK FLOW RATE(CFS) = 4.39
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 51.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1518.00 DOWNSTREAM(FEET) = 1505.70
CHANNEL LENGTH THRU SUBAREA(FEET) = 750.00 CHANNEL SLOPE = 0.0164
CHANNEL FLOW THRU SUBAREA(CFS) = 4.39
FLOW VELOCITY(FEET/SEC) = 2.62 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 4.77 Tc(MIN.) = 33.06
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 33.06
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.301
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 10.90 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 3.58
EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 6.84
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 33.06
RAINFALL INTENSITY(INCH/HR) = 1.30
AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94
AREA -AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 20.80
TOTAL STREAM AREA(ACRES) = 20.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.84
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00
ELEVATION DATA: UPSTREAM(FEET) = 1518.50 DOWNSTREAM(FEET) = 1515.00
Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE))**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.504
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.786
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
NATURAL GOOD COVER
"GRASS" A 1.00 0.94 1.00 38 19.50
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA RUNOFF(CFS) = 0.76
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 0.76
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 35.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1515.00 DOWNSTREAM(FEET) = 1511.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE = 0.0167
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.76
FLOW VELOCITY(FEET/SEC) = 1.94 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 21.57
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 35.00 = 480.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 21.57
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.681
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 3.30 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 2.21
EFFECTIVE AREA(ACRES) = 4.30 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 2.88
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 51.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1511.00 DOWNSTREAM(FEET) = 1505.70
CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 CHANNEL SLOPE = 0.0118
CHANNEL FLOW THRU SUBAREA(CFS) = 2.88
FLOW VELOCITY(FEET/SEC) = 2.02 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 3.71 Tc(MIN.) = 25.28
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 51.00 = 930.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 25.28
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.528
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 8.20 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 4.37
EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 6.66
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 25.28
RAINFALL INTENSITY(INCH/HR) = 1.53
AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94
AREA -AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 12.50
TOTAL STREAM AREA(ACRES) = 12.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.66
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
6.84
33.06
2
6.66
25.28
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
1.301 0.94( 0.94)
1.528 0.94( 0.94)
Ap Ae HEADWATER
(ACRES) NODE
1.00 20.8 10.00
1.00 12.5 30.00
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 13.50 25.28 1.528 0.94( 0.94) 1.00 28.4 30.00
2 10.94 33.06 1.301 0.94( 0.94) 1.00 33.3 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 13.50 Tc(MIN.) = 25.28
EFFECTIVE AREA(ACRES) = 28.41 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 33.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 25.28
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.528
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 1.29
EFFECTIVE AREA(ACRES) = 29.41 AREA -AVERAGED Fm(INCH/HR) = 0.91
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.97
TOTAL AREA(ACRES) = 34.30 PEAK FLOW RATE(CFS) = 16.43
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 25.28
RAINFALL INTENSITY(INCH/HR) = 1.53
AREA -AVERAGED Fm(INCH/HR) = 0.91
AREA -AVERAGED Fp(INCH/HR) = 0.94
AREA -AVERAGED Ap = 0.97
EFFECTIVE STREAM AREA(ACRES) = 29.41
TOTAL STREAM AREA(ACRES) = 34.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.43
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 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) = 1517.90 DOWNSTREAM(FEET) = 1508.30
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
12.202
* 10 YEAR RAINFALL INTENSITY(INCH/HR)
=
2.366
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 1.37
0.98
0.10 32 12.20
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR)
=
0.97
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
2.80
TOTAL AREA(ACRES) =
1.37 PEAK FLOW
RATE(CFS)
= 2.80
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 51.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>(STANDARD CURB SECTION USED)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1508.30 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.63
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 10.40
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.43
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.52
STREET FLOW TRAVEL TIME(MIN.) = 4.67 Tc(MIN.) = 16.87
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.948
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 1.67
EFFECTIVE AREA(ACRES) = 2.37 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.37 PEAK FLOW RATE(CFS) = 3.95
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.75
FLOW VELOCITY(FEET/SEC.) = 1.47 DEPTH*VELOCITY(FT*FT/SEC.) = 0.55
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 51.00 = 1400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 16.87
RAINFALL INTENSITY(INCH/HR) = 1.95
AREA-AVERAGED,Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 2.37
TOTAL STREAM AREA(ACRES) = 2.37
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.95
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 16.43 25.28 1.528 0.94( 0.91) 0.97 29.4 30.00
1 12.03 33.06 1.301 0.94( 0.91) 0.97 34.3 10.00
2 3.95 16.87 1.948 0.97( 0.10) 0.10 2.4 20.00
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 20.38 16.87 1.948 0.94( 0.82) 0.88 22.0 20.00
2 19.49 25.28 1.528 0.94( 0.85) 0.90 31.8 30.00
3 14.59 33.06 1.301 0.94( 0.86) 0.92 36.7 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 20.38 Tc(MIN.) = 16.87
EFFECTIVE AREA(ACRES) = 21.99 AREA -AVERAGED Fm(INCH/HR) = 0.82
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.88
TOTAL AREA(ACRES) = 36.67
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 55.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1505.70 DOWNSTREAM(FEET) = 1495.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 430.00 CHANNEL SLOPE = 0.0249
CHANNEL FLOW THRU SUBAREA(CFS) = 20.38
FLOW VELOCITY(FEET/SEC) = 4.75 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 18.38
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 55.00 = 1980.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 18.38
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.851
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.20 0.98 0.10 32
NATURAL POOR COVER
"GRASS" A 0.40 0.60 1.00 67
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.62
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.77
EFFECTIVE AREA(ACRES) = 22.59 AREA -AVERAGED Fm(INCH/HR) = 0.81
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.87
TOTAL AREA(ACRES) = 37.27 PEAK FLOW RATE(CFS) = 21.16
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 81
----------------------------------------------------------------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 18.38
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.851
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 6.70 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 5.52
EFFECTIVE AREA(ACRES) = 29.29 AREA -AVERAGED Fm(INCH/HR) = 0.84
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.90
TOTAL AREA(ACRES) = 43.97 PEAK FLOW RATE(CFS) = 26.68
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1495.00 DOWNSTREAM(FEET) = 1484.30
CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = 0.0173
CHANNEL FLOW THRU SUBAREA(CFS) = 26.68
FLOW VELOCITY(FEET/SEC) = 4.26 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.43 Tc(MIN.) = 20.80
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 2600.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 20.80
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.718
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 1.46
EFFECTIVE AREA(ACRES) = 30.29 AREA -AVERAGED Fm(INCH/HR) = 0.81
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.87
TOTAL AREA(ACRES) = 44.97 PEAK FLOW RATE(CFS) = 26.68
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 20.80
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.718
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 26.90 0.94 1.00 38
NATURAL GOOD COVER
"GRASS" A 9.70 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 36.60 SUBAREA RUNOFF(CFS) = 25.76
EFFECTIVE AREA(ACRES) = 66.89 AREA -AVERAGED Fm(INCH/HR) = 0.88
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.94
TOTAL AREA(ACRES) = 81.57 PEAK FLOW RATE(CFS) = 50.40
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1484.30 DOWNSTREAM(FEET) = 1465.20
CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL SLOPE = 0.0273
CHANNEL FLOW THRU SUBAREA(CFS) = 50.40
FLOW VELOCITY(FEET/SEC) = 6.41 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 22.62
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 3300.00 FEET.
FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 22.62
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.634
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.30 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) = 1.30 SUBAREA RUNOFF(CFS) = 1.80
EFFECTIVE AREA(ACRES) = 68.19 AREA -AVERAGED Fm(INCH/HR) = 0.87
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.93
TOTAL AREA(ACRES) = 82.87 PEAK FLOW RATE(CFS) = 50.40
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 22.62
* 10 YEAR RAINFALL
INTENSITY(INCH/HR) =
1.634
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap
SCS
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL)
CN
COMMERCIAL
A 0.70
0.98
0.10
32
NATURAL GOOD COVER
"GRASS"
A 17.80
0.94
1.00
38
COMMERCIAL A 2.80 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85
SUBAREA AREA(ACRES) = 21.30 SUBAREA RUNOFF(CFS) = 16.02
EFFECTIVE AREA(ACRES) = 89.49 AREA -AVERAGED Fm(INCH/HR) = 0.85
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 104.17 PEAK FLOW RATE(CFS) = 63.14
FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1465.20 DOWNSTREAM(FEET) = 1453.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 CHANNEL SLOPE = 0.0185
CHANNEL FLOW THRU SUBAREA(CFS) = 63.14
FLOW VELOCITY(FEET/SEC) = 5.63 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 24.58
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 3960.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 24.58
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.555
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 1.31
EFFECTIVE AREA(ACRES) = 90.49 AREA -AVERAGED Fm(INCH/HR) = 0.84
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.90
TOTAL AREA(ACRES) = 105.17 PEAK FLOW RATE(CFS) = 63.14
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE TC (MIN) = 24.58
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.555
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 9.20 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 5.12
EFFECTIVE AREA(ACRES) = 99.69 AREA -AVERAGED Fm(INCH/HR) = 0.85
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 114.37 PEAK FLOW RATE(CFS) = 63.19
****************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1453.00 DOWNSTREAM(FEET) = 1441.10
CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0198
CHANNEL FLOW THRU SUBAREA(CFS) = 63.19
FLOW VELOCITY(FEET/SEC) = 5.83 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 26.29
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 90.00 = 4560.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 26.29
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.493
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 0.98 0.10 32
NATURAL POOR COVER
"GRASS" A 0.60 0.60 1.00 67
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.62
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 0.86
EFFECTIVE AREA(ACRES) = 100.59 AREA -AVERAGED Fm(INCH/HR) = 0.85
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 115.27 PEAK FLOW RATE(CFS) = 63.19
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 26.29
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.493
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 16.80 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 16.80 SUBAREA RUNOFF(CFS) = 8.42
EFFECTIVE AREA(ACRES) = 117.39 AREA -AVERAGED Fm(INCH/HR) = 0.86
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.92
TOTAL AREA(ACRES) = 132.07 PEAK FLOW RATE(CFS) = 66.95
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1441.10 DOWNSTREAM(FEET) = 1424.90
CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL SLOPE = 0.0231
CHANNEL FLOW THRU SUBAREA(CFS) = 66.95
FLOW VELOCITY(FEET/SEC) = 6.41 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 28.11
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 5260.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 28.11
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.434
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.10 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) = 1.10 SUBAREA RUNOFF(CFS) = 1.32
EFFECTIVE AREA(ACRES) = 118.49 AREA -AVERAGED Fm(INCH/HR) = 0.85
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 133.17 PEAK FLOW RATE(CFS) = 66.95
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 28.11
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.434
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 18.50 0.94 1.00 38
NATURAL GOOD COVER
"GRASS" A 9.10 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 27.60 SUBAREA RUNOFF(CFS) = 12.37
EFFECTIVE AREA(ACRES) = 146.09 AREA -AVERAGED Fm(INCH/HR) = 0.87
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.93
TOTAL AREA(ACRES) = 160.77 PEAK FLOW RATE(CFS) = 74.43
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 160.77 TC(MIN.) = 28.11
EFFECTIVE AREA(ACRES) = 146.09 AREA -AVERAGED Fm(INCH/HR)= 0.87
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.93
PEAK FLOW RATE(CFS) = 74.43
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 74.43 28.11 1.434 0.93( 0.87) 0.93 146.1 20.00
2 47.05 37.53 1.206 0.93( 0.87) 0.93 155.9 30.00
3 28.64 46.68 1.058 0.93( 0.87) 0.93 160.8 10.00
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
****************************************************************************
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 1400
Analysis prepared by:
Allard Engineering
8253 Serria Avenue Fontana Ca. 92335
************************** DESCRIPTION OF STUDY **************************
* JUNIPER STORM DRAIN
* 25 YEAR STORM EVENT, 10 YEAR INTENSITY, AMC II
* UNDEVELOPED CONDITION BY: E.I.
**************************************************************************
FILE NAME: JUNU25.DAT
TIME/DATE OF STUDY: 16:27 07/13/2004
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
----------------------------------------------------------------------------
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
*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) = 1.0400
*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 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*,(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 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) = 1526.50 DOWNSTREAM(FEET) = 1523.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.996
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.849
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
NATURAL GOOD COVER
"GRASS" A 1.00 0.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA RUNOFF(CFS) = 0.82
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN (MIN.)
1.00 38 23.00
0.94
0.82
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = 52
>> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1523.50 DOWNSTREAM(FEET) = 1518.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0110
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.82
FLOW VELOCITY(FEET/SEC) = 1.57 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 5.30 Tc(MIN.) = 28.29
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 800.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 28.29
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.633
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 8.90 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 8.90 SUBAREA RUNOFF(CFS) = 5.5B
EFFECTIVE AREA(ACRES) = 9.90 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA-AVERAGED.,Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 9.90 PEAK FLOW RATE(CFS) = 6.21
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 51.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1518.00 DOWNSTREAM(FEET) = 1505.70
CHANNEL LENGTH THRU SUBAREA(FEET) = 750.00 CHANNEL SLOPE = 0.0164
CHANNEL FLOW THRU SUBAREA(CFS) = 6.21
FLOW VELOCITY(FEET/SEC) = 2.84 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 4.39 Tc(MIN.) = 32.69
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 32.69
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.497
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 10.90 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 5.51
EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 10.51
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 32.69
RAINFALL INTENSITY(INCH/HR) = 1.50
AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94
AREA -AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 20.80
TOTAL STREAM AREA(ACRES) = 20.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.51
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00
ELEVATION DATA: UPSTREAM(FEET) = 1518.50 DOWNSTREAM(FEET) = 1515.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.504
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.041
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
NATURAL GOOD COVER
"GRASS" A 1.00 0.94 1.00 38 19.50
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA RUNOFF(CFS) = 0.99
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 0.99
FLOW PROCESS FROM NODE 32.00 TO NODE 35.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1515.00 DOWNSTREAM(FEET) = 1511.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE = 0.0167
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.99
FLOW VELOCITY(FEET/SEC) = 1.94 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 21.57
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 35.00 = 480.00 FEET.
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 21.57
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.921
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 3.30 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 2.93
EFFECTIVE AREA(ACRES) = 4.30 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 3.81
FLOW PROCESS FROM NODE 35.00 TO NODE 51.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1511.00 DOWNSTREAM(FEET) = 1505.70
CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 CHANNEL SLOPE = 0.0118
CHANNEL FLOW THRU SUBAREA(CFS) = 3.81
FLOW VELOCITY(FEET/SEC) = 2.15 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 3.49 Tc(MIN.) = 25.06
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 51.00 = 930.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 25.06
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.756
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 8.20 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 6.05
EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 9.23
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 25.06
RAINFALL INTENSITY(INCH/HR) = 1.76
AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94
AREA -AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 12.50
TOTAL STREAM AREA(ACRES) = 12.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.23
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
10.51
32.69
2
9.23
25.06
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
1.497 0.94( 0.94)
1.756 0.94( 0.94)
Ap Ae HEADWATER
(ACRES) NODE
1.00 20.8 10.00
1.00 12.5 30.00
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 19.73 25.06 1.756 0.94( 0.94) 1.00 28.4 30.00
2 16.82 32.69 1.497 0.94( 0.94) 1.00 33.3 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 19.73 Tc(MIN.) = 25.06
EFFECTIVE AREA(ACRES) = 28.44 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 33.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 25.06
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.756
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 1.49
EFFECTIVE AREA(ACRES) = 29.44 AREA -AVERAGED Fm(INCH/HR) = 0.91
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.97
TOTAL AREA(ACRES) = 34.30 PEAK FLOW RATE(CFS) = 22.49
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 25.06
RAINFALL INTENSITY(INCH/HR) = 1.76
AREA -AVERAGED Fm(INCH/HR) = 0.91
AREA -AVERAGED Fp(INCH/HR) = 0.94
AREA -AVERAGED Ap = 0.97
EFFECTIVE STREAM AREA(ACRES) = 29.44
TOTAL STREAM AREA(ACRES) = 34.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.49
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 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) = 1517.90 DOWNSTREAM(FEET) = 1508.30
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
12.202
* 25 YEAR RAINFALL INTENSITY(INCH/HR)
=
2.704
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 1.37
0.98
0.10 32 12.20
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR)
=
0.97
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
3.21
TOTAL AREA(ACRES) =
1.37 PEAK FLOW
RATE(CFS)
= 3.21
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 51.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>(STANDARD CURB SECTION USED)<< <<<
UPSTREAM ELEVATION(FEET) = 1508.30 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.18
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.38
HALFSTREET FLOOD WIDTH(FEET) = 11.04
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.49
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.56
STREET FLOW TRAVEL TIME(MIN.) = 4.49 Tc(MIN.) = 16.69
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.241
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 1.93
EFFECTIVE AREA(ACRES) = 2.37 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.37 PEAK FLOW RATE(CFS) = 4.57
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.53
FLOW VELOCITY(FEET/SEC.) = 1.51 DEPTH*VELOCITY(FT*FT/SEC.) = 0.59
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 51.00 = 1400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 16.69
RAINFALL INTENSITY(INCH/HR) = 2.24
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 2.37
TOTAL STREAM AREA(ACRES) = 2.37
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.57
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1
22.49
25.06
1.756
0.94( 0.91)
0.97
29.4
30.00
1
18.08
32.69
1.497
0.94( 0.91)
0.97
34.3
10.00
2
4.57
16.69
2.241
0.97( 0.10)
0.10
2.4
20.00
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
27.06
16.69
2.241
0.94( 0.82)
0.88
22.0
20.00
2
26.03
25.06
1.756
0.94( 0.85)
0.90
31.8
30.00
3
21.07
32.69
1.497
0.94( 0.86)
0.92
36.7
10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 27.06 Tc(MIN.) = 16.69
EFFECTIVE AREA(ACRES) = 21.98 AREA -AVERAGED Fm(INCH/HR) = 0.82
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.88
TOTAL AREA(ACRES) = 36.67
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 55.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
-----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1505.70 DOWNSTREAM(FEET) = 1495.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 430.00 CHANNEL SLOPE = 0.0249
CHANNEL FLOW THRU SUBAREA(CFS) = 27.06
FLOW VELOCITY(FEET/SEC) = 5.13 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 18.09
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 55.00 = 1980.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 18.09
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.136
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.20 0.98 0.10 32
NATURAL POOR COVER
"GRASS" A 0.40 0.60 1.00 67
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.62
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.92
EFFECTIVE AREA(ACRES) = 22.58 AREA -AVERAGED Fm(INCH/HR) = 0.81
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.87
TOTAL AREA(ACRES) = 37.27 PEAK FLOW RATE(CFS) = 27.06
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8l
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 18.09
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.136
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 6.70 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 7.23
EFFECTIVE AREA(ACRES) = 29.28 AREA -AVERAGED Fm(INCH/HR) = 0.84
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.90
TOTAL AREA(ACRES) = 43.97 PEAK FLOW RATE(CFS) = 34.18
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1495.00 DOWNSTREAM(FEET) = 1484.30
CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = 0.0173
CHANNEL FLOW THRU SUBAREA(CFS) = 34.18
FLOW VELOCITY(FEET/SEC) = 4.56 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.26 Tc(MIN.) = 20.35
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 2600.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 20.35
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.990
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 1.70
EFFECTIVE AREA(ACRES) = 30.28 AREA -AVERAGED Fm(INCH/HR) = 0.81
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.87
TOTAL AREA(ACRES) = 44.97 PEAK FLOW RATE(CFS) = 34.18
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 20.35
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.990
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 26.90 0.94 1.00 38
NATURAL GOOD COVER
"GRASS" A 9.70 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 36.60 SUBAREA RUNOFF(CFS) = 34.71
EFFECTIVE AREA(ACRES) = 66.88 AREA -AVERAGED Fm(INCH/HR) = 0.88
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.94
TOTAL AREA(ACRES) = 81.57 PEAK FLOW RATE(CFS) = 66.74
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1484.30 DOWNSTREAM(FEET) = 1465.20
CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL SLOPE = 0.0273
CHANNEL FLOW THRU SUBAREA(CFS) = 66.74
FLOW VELOCITY(FEET/SEC) = 6.95 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 22.03
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 3300.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 22.03
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.897
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.30 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) = 1.30 SUBAREA RUNOFF(CFS) = 2.11
EFFECTIVE AREA(ACRES) = 68.18 AREA -AVERAGED Fm(INCH/HR) = 0.87
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.93
TOTAL AREA(ACRES) = 82.87 PEAK FLOW RATE(CFS) = 66.74
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 22.03
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.897
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.70 0.98 0.10 32
NATURAL GOOD COVER
"GRASS" A 17.80 0.94 1.00 38
COMMERCIAL A 2.80 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85
SUBAREA AREA(ACRES) = 21.30 SUBAREA RUNOFF(CFS) = 21.07
EFFECTIVE AREA(ACRES) = 89.48 AREA -AVERAGED Fm(INCH/HR) = 0.85
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 104.17 PEAK FLOW RATE(CFS) = 84.35
****************************************************************************
FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1465.20 DOWNSTREAM(FEET) = 1453.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 CHANNEL SLOPE = 0.0185
CHANNEL FLOW THRU SUBAREA(CFS) = B4.35
FLOW VELOCITY(FEET/SEC) = 6.13 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 23.82
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 3960.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 23.82
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.810
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 1.54
EFFECTIVE AREA(ACRES) = 90.48 AREA -AVERAGED Fm(INCH/HR) = 0.84
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.90
TOTAL AREA(ACRES) = 105.17 PEAK FLOW RATE(CFS) = 84.35
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE TC(MIN) = 23.82
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.810
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 9.20 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 7.24
EFFECTIVE AREA(ACRES) = 99.68 AREA -AVERAGED Fm(INCH/HR) = 0.85
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 114.37 PEAK FLOW RATE(CFS) = 86.12
FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1453.00 DOWNSTREAM(FEET) = 1441.10
CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0198
CHANNEL FLOW THRU SUBAREA(CFS) = 86.12
FLOW VELOCITY(FEET/SEC) = 6.39 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = 25.39
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 90.00 = 4560.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 25.39
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.742
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 0.98 0.10 32
NATURAL POOR COVER
"GRASS" A 0.60 0.60 1.00 67
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.62
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.06
EFFECTIVE AREA(ACRES) = 100.58 AREA -AVERAGED Fm(INCH/HR) = 0.85
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 115.27 PEAK FLOW RATE(CFS) = 86.12
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 25.39
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.742
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 16.80 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 16.80 SUBAREA RUNOFF(CFS) = 12.19
EFFECTIVE AREA(ACRES) = 117.36 AREA -AVERAGED Fm(INCH/HR) = 0.86
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.92
TOTAL AREA(ACRES) = 132.07 PEAK FLOW RATE(CFS) = 93.30
FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE = 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1441.10 DOWNSTREAM(FEET) = 1424.90
CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL SLOPE = 0.0231
CHANNEL FLOW THRU SUBAREA(CFS) = 93.30
FLOW VELOCITY(FEET/SEC) = 7.07 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 27.04
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 5260.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 27.04
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.678
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.10 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) = 1.10 SUBAREA RUNOFF(CFS) = 1.56
EFFECTIVE AREA(ACRES) = 118.48 AREA -AVERAGED Fm(INCH/HR) = 0.85
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 133.17 PEAK FLOW RATE(CFS) = 93.30
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 27.04
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.678
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 18.50 0.94 1.00 38
NATURAL GOOD COVER
"GRASS" A 9.10 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 27.60 SUBAREA RUNOFF(CFS) = 18.43
EFFECTIVE AREA(ACRES) = 146.08 AREA -AVERAGED Fm(INCH/HR) = 0.87
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.93
TOTAL AREA(ACRES) = 160.77 PEAK FLOW RATE(CFS) = 106.47
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 160.77 TC(MIN.) = 27.04
EFFECTIVE AREA(ACRES) = 146.08 AREA -AVERAGED Fm(INCH/HR)= 0.87
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.93
PEAK FLOW RATE(CFS) = 106.47
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 106.47 27.04 1.678 0.93( 0.87) 0.93 146.1 20.00
2 75.70 36.13 1.410 0.93( 0.87) 0.93 155.9 30.00
3 53.34 44.69 1.241 0.93( 0.87) 0.93 160.8 10.00
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
****************************************************************************
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 1400
Analysis prepared by:
Allard Engineering
8253 Serria Avenue Fontana Ca. 92335
************************** DESCRIPTION OF STUDY **************************
* JUNIPER STORM DRAIN
* 100 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC II
* UNDEVELOPED CONDITION BY: E.I.
**************************************************************************
FILE NAME: JUNU100.DAT
TIME/DATE OF STUDY: 16:29 07/13/2004
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
----------------------------------------------------------------------------
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
*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) = 1.2100
*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 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*.,(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 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) = 1526.50 DOWNSTREAM(FEET) = 1523.50
Tc = K*I(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.996
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.151
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
NATURAL GOOD COVER
"GRASS" A 1.00 0.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA RUNOFF(CFS) = 1.09
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN (MIN.)
1.00 38 23.00
0.94
1.09
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1523.50 DOWNSTREAM(FEET) = 1518.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0110
CHANNEL FLOW THRU SUBAREA(CFS) = 1.09
FLOW VELOCITY(FEET/SEC) = 1.60 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 5.21 Tc(MIN.) = 28.20
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 800.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 28.20
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.903
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 8.90 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 8.90 SUBAREA RUNOFF(CFS) = 7.75
EFFECTIVE AREA(ACRES) = 9.90 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 9.90 PEAK FLOW RATE(CFS) = 8.62
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 51.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1518.00 DOWNSTREAM(FEET) = 1505.70
CHANNEL LENGTH THRU SUBAREA(FEET) = 750.00 CHANNEL SLOPE = 0.0164
CHANNEL FLOW THRU SUBAREA(CFS) = 8.62
FLOW VELOCITY(FEET/SEC) = 3.08 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 4.05 Tc(MIN.) = 32.26
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 32.26
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.756
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 10.90 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 8.04
EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 15.35
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 32.26
RAINFALL INTENSITY(INCH/HR) = 1.76
AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94
AREA -AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 20.80
TOTAL STREAM AREA(ACRES) = 20.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.35
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00
ELEVATION DATA: UPSTREAM(FEET) = 1518.50 DOWNSTREAM(FEET) = 1515.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
19.504
* 100 YEAR RAINFALL
INTENSITY(INCH/HR) =
2.375
SUBAREA Tc AND LOSS
RATE DATA(AMC II):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
NATURAL GOOD COVER
"GRASS"
A 1.00
0.94
1.00 38 19.50
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA RUNOFF(CFS) = 1.29
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 1.29
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 35.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1515.00 DOWNSTREAM(FEET) = 1511.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE = 0.0167
CHANNEL FLOW THRU SUBAREA(CFS) = 1.29
FLOW VELOCITY(FEET/SEC) = 2.03 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.97 Tc(MIN.) = 21.47
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 35.00 = 480.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE TC(MIN) = 21.47
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.242
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 3.30 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 3.88
EFFECTIVE AREA(ACRES) = 4.30 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 5.05
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 51.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1511.00 DOWNSTREAM(FEET) = 1505.70
CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 CHANNEL SLOPE = 0.0118
CHANNEL FLOW THRU SUBAREA(CFS) = 5.05
FLOW VELOCITY(FEET/SEC) = 2.30 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 3.27 Tc(MIN.) = 24.74
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 51.00 = 930.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 24.74
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.059
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 8.20 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 8.29
EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 12.63
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 24.74
RAINFALL INTENSITY(INCH/HR) = 2.06
AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA -AVERAGED Fp(INCH/HR) = 0.94
AREA -AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 12.50
TOTAL STREAM AREA(ACRES) = 12.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.63
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
15.35
32.26
2
12.63
24.74
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
1.756 0.94( 0.94)
2.059 0.94( 0.94)
Ap Ae HEADWATER
(ACRES) NODE
1.00 20.8 10.00
1.00 12.5 30.00
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 27.98 24.74 2.059 0.94( 0.94) 1.00 28.5 30.00
2 24.57 32.26 1.756 0.94( 0.94) 1.00 33.3 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 27.98 Tc(MIN.) = 24.74
EFFECTIVE AREA(ACRES) = 28.45 AREA -AVERAGED Fm(INCH/HR) = 0.94
AREA-AVERAGED,Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 33.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 24.74
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.059
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 1.77
EFFECTIVE AREA(ACRES) = 29.45 AREA -AVERAGED Fm(INCH/HR) = 0.91
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.97
TOTAL AREA(ACRES) = 34.30 PEAK FLOW RATE(CFS) = 30.52
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 24.74
RAINFALL INTENSITY(INCH/HR) = 2.06
AREA -AVERAGED Fm(INCH/HR) = 0.91
AREA -AVERAGED Fp(INCH/HR) = 0.94
AREA -AVERAGED Ap = 0.97
EFFECTIVE STREAM AREA(ACRES) = 29.45
TOTAL STREAM AREA(ACRES) = 34.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.52
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 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) = 1517.90 DOWNSTREAM(FEET) = 1508.30
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
12.202
* 100 YEAR RAINFALL INTENSITY(INCH/HR) =
3.146
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 1.37
0.98
0.10 32 12.20
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR)
=
0.97
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
3.76
TOTAL AREA(ACRES) =
1.37 PEAK FLOW
RATE(CFS)
= 3.76
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 51.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1508.30 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.90
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.40
HALFSTREET FLOOD WIDTH(FEET) = 11.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.53
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.61
STREET FLOW TRAVEL TIME(MIN.) = 4.36 Tc(MIN.) = 16.56
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.620
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 2.27
EFFECTIVE AREA(ACRES) = 2.37 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.37 PEAK FLOW RATE(CFS) = 5.38
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.37
FLOW VELOCITY(FEET/SEC.) = 1.56 DEPTH*VELOCITY(FT*FT/SEC.) = 0.63
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 51.00 = 1400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 16.56
RAINFALL INTENSITY(INCH/HR) = 2.62
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.97
AREA-AVERAGED„Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 2.37
TOTAL STREAM AREA(ACRES) = 2.37
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.38
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 30.52 24.74 2.059 0.94( 0.91) 0.97 29.5 30.00
1 26.06 32.26 1.756 0.94( 0.91) 0.97 34.3 10.00
2 5.38 16.56 2.620 0.97( 0.10) 0.10 2.4 20.00
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 35.76 16.56 2.620 0.94( 0.82) 0.88 22.1 20.00
2 34.70 24.74 2.059 0.94( 0.85) 0.90 31.8 30.00
3 29.60 32.26 1.756 0.94( 0.86) 0.92 36.7 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 35.76 Tc(MIN.) = 16.56
EFFECTIVE AREA(ACRES) = 22.08 AREA -AVERAGED Fm(INCH/HR) = 0.82
AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.88
TOTAL AREA(ACRES) = 36.67
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 55.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1505.70 DOWNSTREAM(FEET) = 1495.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 430.00 CHANNEL SLOPE = 0.0249
CHANNEL FLOW THRU SUBAREA(CFS) = 35.76
FLOW VELOCITY(FEET/SEC) = 5.55 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 17.85
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 55.00 = 1980.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 17.85
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.504
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.20 0.98 0.10 32
NATURAL POOR COVER
"GRASS" A 0.40 0.60 1.00 67
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.62
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.12
EFFECTIVE AREA(ACRES) = 22.68 AREA -AVERAGED Fm(INCH/HR) = 0.81
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.87
TOTAL AREA(ACRES) = 37.27 PEAK FLOW RATE(CFS) = 35.76
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 17.85
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.504
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 6.70 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 9.46
EFFECTIVE AREA(ACRES) = 29.38 AREA -AVERAGED Fm(INCH/HR) = 0.84
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.90
TOTAL AREA(ACRES) = 43.97 PEAK FLOW RATE(CFS) = 44.04
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1495.00 DOWNSTREAM(FEET) = 1484.30
CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = 0.0173
CHANNEL FLOW THRU SUBAREA(CFS) = 44.04
FLOW VELOCITY(FEET/SEC) = 4.90 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 19.96
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 2600.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 19.96
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.342
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 2.02
EFFECTIVE AREA(ACRES) = 30.38 AREA -AVERAGED Fm(INCH/HR) = 0.81
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.87
TOTAL AREA(ACRES) = 44.97 PEAK FLOW RATE(CFS) = 44.04
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 19.96
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.342
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 26.90 0.94 1.00 38
NATURAL GOOD COVER
"GRASS" A 9.70 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 36.60 SUBAREA RUNOFF(CFS) = 46.32
EFFECTIVE AREA(ACRES) = 66.98 AREA -AVERAGED Fm(INCH/HR) = 0.88
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.94
TOTAL AREA(ACRES) = 81.57 PEAK FLOW RATE(CFS) = 88.09
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1484.30 DOWNSTREAM(FEET) = 1465.20
CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL SLOPE = 0.0273
CHANNEL FLOW THRU SUBAREA(CFS) = 88.09
FLOW VELOCITY(FEET/SEC) = 7.55 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 21.50
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 3300.00 FEET.
FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 21.50
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.240
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.30 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) = 1.30 SUBAREA RUNOFF(CFS) = 2.51
EFFECTIVE AREA(ACRES) = 68.28 AREA -AVERAGED Fm(INCH/HR) = 0.87
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.93
TOTAL AREA(ACRES) = 82.87 PEAK FLOW RATE(CFS) = 88.09
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 21.50
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.240
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.70 0.98 0.10 32
NATURAL GOOD COVER
"GRASS" A 17.80 0.94 1.00 38
COMMERCIAL A 2.80 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85
SUBAREA AREA(ACRES) = 21.30 SUBAREA RUNOFF(CFS) = 27.63
EFFECTIVE AREA(ACRES) = 89.58 AREA -AVERAGED Fm(INCH/HR) = 0.85
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 104.17 PEAK FLOW RATE(CFS) = 112.04
FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1465.20 DOWNSTREAM(FEET) = 1453.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 CHANNEL SLOPE = 0.0185
CHANNEL FLOW THRU SUBAREA(CFS) = 112.04
FLOW VELOCITY(FEET/SEC) = 6.68 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 23.15
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 3960.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 23.15
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.143
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 1.84
EFFECTIVE AREA(ACRES) = 90.58 AREA -AVERAGED Fm(INCH/HR) = 0.84
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.90
TOTAL AREA(ACRES) = 105.17 PEAK FLOW RATE(CFS) = 112.04
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 23.15
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.143
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL GOOD COVER
"GRASS" A 9.20 0.94 1.00 38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 9.99
EFFECTIVE AREA(ACRES) = 99.78 AREA -AVERAGED Fm(INCH/HR) = 0.65
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 114.37 PEAK FLOW RATE(CFS) = 116.05
FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 52
----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1453.00 DOWNSTREAM(FEET) = 1441.10
CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0198
CHANNEL FLOW THRU SUBAREA(CFS) = 116.05
FLOW VELOCITY(FEET/SEC) = 6.99 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 24.58
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 90.00 = 4560.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 24.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.067
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A 0.30 0.98 0.10
32
NATURAL POOR COVER
"GRASS" A 0.60 0.60 1.00
67
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.62
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.32
EFFECTIVE AREA(ACRES) = 100.68 AREA -AVERAGED Fm(INCH/HR)
= 0.85
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 115.27 PEAK FLOW RATE(CFS) =
116.05
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE =
81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 24.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.067
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
NATURAL GOOD COVER
"GRASS" A 16.80 0.94 1.00
38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 16.80 SUBAREA RUNOFF(CFS) = 17.10
EFFECTIVE AREA(ACRES) = 117.48 AREA -AVERAGED Fm(INCH/HR)
= 0.86
AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.92
TOTAL AREA(ACRES) = 132.07 PEAK FLOW RATE(CFS) =
127.68
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 100.00 IS CODE =
----------------------------------------------------------------------------
52
>> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1441.10 DOWNSTREAM(FEET) = 1424.90
CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL SLOPE = 0.0231
CHANNEL FLOW THRU SUBAREA(CFS) = 127.68
FLOW VELOCITY(FEET/SEC) = 7.77 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 26.08
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 5260.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 26.08
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.995
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL
AREA Fp Ap
SCS
LAND USE GROUP
(ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A
1.10 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) = 1.10
SUBAREA RUNOFF(CFS) = 1.88
EFFECTIVE AREA(ACRES) = 118.58
AREA -AVERAGED Fm(INCH/HR)
= 0.85
AREA -AVERAGED Fp(INCH/HR) = 0.93
AREA -AVERAGED Ap = 0.91
TOTAL AREA(ACRES) = 133.17
PEAK FLOW RATE(CFS) =
127.68
NOTE: PEAK FLOW RATE DEFAULTED TO
UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 100.00
TO NODE 100.00 IS CODE =
81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE
PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 26.08
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.995
SUBAREA LOSS RATE DATA (AMC II) :
DEVELOPMENT TYPE/ SCS SOIL
AREA Fp Ap
SCS
LAND USE GROUP
(ACRES) (INCH/HR) (DECIMAL)
CN
NATURAL GOOD COVER
"GRASS" A
18.50 0.94 1.00
38
NATURAL GOOD COVER
"GRASS" A
9.10 0.94 1.00
38
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00
SUBAREA AREA(ACRES) = 27.60
SUBAREA RUNOFF(CFS) = 26.30
EFFECTIVE AREA(ACRES) = 146.18
AREA -AVERAGED Fm(INCH/HR)
= 0.87
AREA-AVERAGED,Fp(INCH/HR) = 0.93
AREA -AVERAGED Ap = 0.93
TOTAL AREA(ACRES) = 160.77
PEAK FLOW RATE(CFS) =
148.22
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 160.77
TC(MIN.) = 26.08
EFFECTIVE AREA(ACRES) = 146.18
AREA -AVERAGED Fm(INCH/HR)=
0.87
AREA -AVERAGED Fp(INCH/HR) = 0.93
AREA -AVERAGED Ap = 0.93
PEAK FLOW RATE(CFS) = 148.22
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 148.22 26.08 1.995 0.93( 0.87) 0.93 146.2 20.00
2 113.33 34.79 1.678 0.93( 0.87) 0.93 155.9 30.00
3 87.68 42.96 1.479 0.93( 0.87) 0.93 160.8 10.00
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
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B) Developed condition
2 year storm, 2 year intensity,
AMC III
- 10 year storm, 10 year intensity,
AMC III
- 25 year storm, 25 year intensity,
AMC III
100 year storm, 100 year intensity,
AMC III
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
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 1400
Analysis prepared by:
Allard Engineering
8253 Serria Avenue Fontana Ca. 92335
************************** DESCRIPTION OF STUDY **************************
* JUNIPER DETENTION BASIN
* 2 YEAR STORM EVENT, 2 YEAR INTENSITY, AMC III
* DEVELOPED CONDITION BY: E.I.
**************************************************************************
FILE NAME: JUND02.DAT
TIME/DATE OF STUDY: 09:26 09/08/2004
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 2.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
*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) = 0.7000
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00
ELEVATION DATA: UPSTREAM(FEET) = 1526.50 DOWNSTREAM(FEET) = 1518.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
10.936
* 2 YEAR RAINFALL INTENSITY(INCH/HR) =
1.944
SUBAREA Tc AND LOSS RATE
DATA(AMC III):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 9.90
0.80
0.10 52 10.94
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR) =
0.80
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
16.61
TOTAL AREA(ACRES) =
9.90 PEAK FLOW
RATE(CFS)
= 16.61
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 51.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.30
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 15.01
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.50
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.75
STREET FLOW TRAVEL TIME(MIN.) = 3.58 Tc(MIN.) = 14.51
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.640
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
COMMERCIAL A 10.90 0.80 0.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 15.
EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR)
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) _
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 16.35
SCS
CN
52
31
= 0.08
29.22
FLOW VELOCITY(FEET/SEC.) = 3.75 DEPTH*VELOCITY(FT*FT/SEC.) = 1.98
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 100.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.40
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 29.22
PIPE TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 14.69
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.69
RAINFALL INTENSITY(INCH/HR) = 1.63
AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 20.80
TOTAL STREAM AREA(ACRES) = 20.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.22
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00
ELEVATION DATA: UPSTREAM(FEET) = 1518.50 DOWNSTREAM(FEET) = 1511.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
8.458
* 2 YEAR RAINFALL
INTENSITY(INCH/HR) =
2.268
SUBAREA Tc AND LOSS
RATE DATA(AMC III):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 4.30
0.80
0.10 52 8.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS)
= 8.47
TOTAL AREA(ACRES) =
4.30 PEAK FLOW
RATE(CFS)
= 8.47
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 52.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.24
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 15.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.64
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22
STREET FLOW TRAVEL TIME(MIN.) = 2.84 Tc(MIN.) = 11.30
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.906
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 8.20 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 13.48
EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 20.55
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 15.00
FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.48
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 52.00 = 950.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 100.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.26
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 20.55
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 11.49
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 100.00 = 1100.00 FEET.
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.49
RAINFALL INTENSITY(INCH/HR) = 1.89
AREA-AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED Fp(INCH/HR) = 0.80
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 12.50
TOTAL STREAM AREA(ACRES) = 12.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.55
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
29.22
14.69
2
20.55
11.49
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
1.629 0.80( 0.08)
1.887 0.80( 0.08)
Ap Ae HEADWATER
(ACRES) NODE
0.10 20.8 10.00
0.10 12.5 30.00
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 47.22 11.49 1.887 0.80( 0.08) 0.10 28.8 30.00
2 46.83 14.69 1.629 0.80( 0.08) 0.10 33.3 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 47.22 Tc(MIN.) = 11.49
EFFECTIVE AREA(ACRES) = 28.77 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 33.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1496.50 DOWNSTREAM(FEET) = 1486.00
FLOW LENGTH(FEET) = 440.00 MANNING'S N = 0.013
DEPTH OF FLOW,.IN 36.0 INCH PIPE IS 17.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.71
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 47.22
PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 12.03
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 2140.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81
----------------------------------------------------------------------------
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 12.03
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.836
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 6.70 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 10.59
EFFECTIVE AREA(ACRES) = 35.47 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 56.08
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1486.00 DOWNSTREAM(FEET) = 1475.30
FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.79
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 56.08
PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 12.81
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 110.00 = 2740.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 12.81
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.768
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 29.30 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 29.30 SUBAREA RUNOFF(CFS) = 44.53
EFFECTIVE AREA(ACRES) = 64.77 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 69.30 PEAK FLOW RATE(CFS) = 98.44
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1475.30 DOWNSTREAM(FEET) = 1457.80
FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 22.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 17.33
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 98.44
PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 13.42
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 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) = 1517.90 DOWNSTREAM(FEET) = 1508.30
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
12.202
2 YEAR RAINFALL INTENSITY(INCH/HR) =
1.820
SUBAREA Tc AND LOSS RATE
DATA(AMC III):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 1.37
0.80
0.10 52 12.20
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR)
=
0.80
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
2.15
TOTAL AREA(ACRES) =
1.37 PEAK FLOW
RATE(CFS)
= 2.15
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 50.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>(STANDARD CURB SECTION USED)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1508.30 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.47
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.40
HALFSTREET FLOOD WIDTH(FEET) = 11.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.54
�a-
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.61
STREET FLOW TRAVEL TIME(MIN.) = 4.32 Tc(MIN.) = 16.52
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.518
SUBAREA LOSS RATE DATA (AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.50 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.65
EFFECTIVE AREA(ACRES) = 1.87 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) = 2.42
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.81
FLOW VELOCITY(FEET/SEC.) = 1.53 DEPTH*VELOCITY(FT*FT/SEC.) = 0.60
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
-----------------------------------------------------
-----------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.)
= 16.52
RAINFALL INTENSITY(INCH/HR)
= 1.52
AREA -AVERAGED Fm(INCH/HR) =
0.08
AREA -AVERAGED Fp(INCH/HR) =
0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES)
= 1.87
TOTAL STREAM AREA(ACRES) =
1.87
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.42
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00
ELEVATION DATA: UPSTREAM(FEET) = 1510.10 DOWNSTREAM(FEET) = 1505.70
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
12.754
* 2 YEAR RAINFALL INTENSITY(INCH/HR) =
1.773
SUBAREA Tc AND LOSS RATE
DATA(AMC III):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 1.00
0.80
0.10 52 12.75
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR)
=
0.80
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
1.52
TOTAL AREA(ACRES) =
1.00 PEAK FLOW
RATE(CFS)
= 1.52
****************************************************************4***********
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
>> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.75
RAINFALL INTENSITY(INCH/HR) = 1.77
AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.00
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.52
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
2.42
16.52
2
1.52
12.75
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
1.518 0.80( 0.08)
1.773 0.80( 0.08)
Ap Ae HEADWATER
(ACRES) NODE
0.10 1.9 20.00
0.10 1.0 40.00
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 3.72 12.75 1.773 0.80( 0.08) 0.10 2.4 40.00
2 3.71 16.52 1.518 0.80( 0.08) 0.10 2.9 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.72 Tc(MIN.) = 12.75
EFFECTIVE AREA(ACRES) = 2.44 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.87
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>(STREET TABLE SECTION # 1 USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1505.70 DOWNSTREAM ELEVATION(FEET) = 1495.00
STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.13
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.28
HALFSTREET FLOOD WIDTH(FEET) = 7.47
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.05
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84
STREET FLOW TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 15.10
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.602
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.60 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.82
EFFECTIVE AREA(ACRES) = 3.04 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.47 PEAK FLOW RATE(CFS) = 4.17
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.47
FLOW VELOCITY(FEET/SEC.) = 3.08 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 55.00 = 1830.00 FEET.
FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
»»> (STREET TABLE SECTION ## 1 USED) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1495.00 DOWNSTREAM ELEVATION(FEET) = 1484.30
STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
= 4.76
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 8.66
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.74
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82
STREET FLOW TRAVEL TIME(MIN.) = 3.83 Tc(MIN.) =
18.93
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.399
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
Ap SCS
LAND USE GROUP (ACRES) (INCH/HR)
(DECIMAL) CN
COMMERCIAL A 1.00 0.80
0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.19
EFFECTIVE AREA(ACRES) = 4.04 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.47 PEAK FLOW RATE(CFS) = 4.80
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.74
FLOW VELOCITY(FEET/SEC.) = 2.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 2460.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>(STANDARD CURB SECTION USED)<< <<<
UPSTREAM ELEVATION(FEET) = 1484.30 DOWNSTREAM ELEVATION(FEET) = 1465.20
STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.48
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.34
HALFSTREET FLOOD WIDTH(FEET) = 9.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.74
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93
STREET FLOW TRAVEL TIME(MIN.) = 4.25 Tc(MIN.) = 23.18
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.238
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.30 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.36
EFFECTIVE AREA(ACRES) = 5.34 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 5.77 PEAK FLOW RATE(CFS) = 5.57
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.07
FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 70.00 = 3160.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 70.00 TO NODE 115.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1465.20 DOWNSTREAM(FEET) = 1457.80
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.19
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.57
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 23.22
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 115.00 = 3200.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.57 23.22 1.237 0.80( 0.08) 0.10 5.3 40.00
2 5.46 27.02 1.130 0.80( 0.08) 0.10 5.8 20.00
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 115.00 = 3200.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM
Q Tc
Intensity
Fp(Fm)
Ap Ae
HEADWATER
NUMBER
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
98.44 13.42
1.719
0.80( 0.08)
0.10 64.8
30.00
2
91.50 16.64
1.511
0.80( 0.08)
0.10 69.3
10.00
LONGEST
FLOWPATH FROM NODE
10.00
TO NODE
115.00 =
3380.00 FEET.
** PEAK
FLOW RATE TABLE
**
STREAM
Q Tc
Intensity
Fp(Fm)
Ap Ae
HEADWATER
NUMBER
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
103.00 13.42
1.719
0.80( 0.08)
0.10 67.9
30.00
2
96.43 16.64
1.511
0.80( 0.08)
0.10 73.1
10.00
3
79.55 23.22
1.237
0.80( 0.08)
0.10 74.6
40.00
4
72.56 27.02
1.130
0.80( 0.08)
0.10 75.1
20.00
TOTAL
AREA(ACRES) =
75.07
COMPUTED CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
103.00
Tc(MIN.) =
13.423
EFFECTIVE AREA(ACRES) =
67.86
AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) =
75.07
LONGEST
FLOWPATH FROM NODE 10.00
TO NODE
115.00 =
3380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1457.80 DOWNSTREAM(FEET) = 1456.20
FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 22.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 17.37
GIVEN PIPE DIAMETER(INCH) _
PIPE-FLOW(CFS) = 103.00
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
48.00 NUMBER OF PIPES = 1
0.06 Tc(MIN.) = 13.48
10.00 TO NODE 120.00 = 3440.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE =
81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 13.48
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.715
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A 17.80 0.80 0.10
52
COMMERCIAL A 2.80 0.80 0.10
52
COMMERCIAL A 0.40 0.80 0.10
52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 30.90
EFFECTIVE AREA(ACRES) = 88.86 AREA -AVERAGED Fm(INCH/HR)
= 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 96.07 PEAK FLOW RATE(CFS) =
130.76
***at at ic:t ie t it is**t t**ct is :t *t :F***ic**:tic**t;tyF**it is*:t is t***it***ic t is t:t is it it *:Y is at k :k is**ir it t**ic :t t
FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1456.20 DOWNSTREAM(FEET) = 1443.50
FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 130.76
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.49
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 4100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 13.49
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.714
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 9.20 0.80 0.60 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 10.24
EFFECTIVE AREA(ACRES) = 98.06 AREA -AVERAGED Fm(INCH/HR) = 0.12
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.15
TOTAL AREA(ACRES) = 105.27 PEAK FLOW RATE(CFS) = 140.96
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1430.60
FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 4.50 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 140.96
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.50
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 140.00 = 4700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE =
81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 13.50
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.713
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A 16.80 0.80 0.10
52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 16.80 SUBAREA RUNOFF(CFS) = 24.70
EFFECTIVE AREA(ACRES) = 114.86 AREA -AVERAGED Fm(INCH/HR)
= 0.11
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.14
TOTAL AREA(ACRES) = 122.07 PEAK FLOW RATE(CFS) =
165.61
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1430.60 DOWNSTREAM(FEET) = 1417.50
FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 5.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 165.61
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.50
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 150.00 = 5150.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 13.50
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.713
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL
AREA Fp Ap
SCS
LAND USE GROUP
(ACRES) (INCH/HR) (DECIMAL)
CN
RESIDENTIAL
"11+ DWELLINGS/ACRE" A
4.50 0.80 0.20
52
NATURAL GOOD COVER
"GRASS" A
5.60 0.72 1.00
58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.73
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.64
SUBAREA AREA(ACRES) = 10.10
SUBAREA RUNOFF(CFS) = 11.28
EFFECTIVE AREA(ACRES) = 124.96
AREA -AVERAGED Fm(INCH/HR)
= 0.14
AREA -AVERAGED Fp(INCH/HR) = 0.78
AREA -AVERAGED Ap = 0.18
TOTAL AREA(ACRES) = 132.17
PEAK FLOW RATE(CFS) =
176.84
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 132.17
TC(MIN.) = 13.50
EFFECTIVE AREA(ACRES) = 124.96
AREA -AVERAGED Fm(INCH/HR)=
0.14
AREA -AVERAGED Fp(INCH/HR) = 0.78
AREA -AVERAGED Ap = 0.18
PEAK FLOW RATE(CFS) = 176.84
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity
Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR) (ACRES) NODE
1 176.84 13.50 1.713
0.78( 0.14) 0.18 125.0
30.00
2 160.42 16.72 1.507
0.78( 0.14) 0.18 130.2
10.00
3 130.04 23.31 1.234
0.78( 0.14) 0.18 131.7
40.00
4 117.76 27.12 1.127
----------------------------------------------------------------------------
----------------------------------------------------------------------------
0.78( 0.14) 0.18 132.2
20.00
END OF RATIONAL METHOD ANALYSIS
****************************************************************************
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 1400
Analysis prepared by:
Allard Engineering
8253 Serria Avenue Fontana Ca. 92335
************************** DESCRIPTION OF STUDY **************************
* JUNIPER DETENTION BASIN
* 10 YEAR STORM EVENT, 10 YEAR INTENSITY, AMC III
* DEVELOPED CONDITION BY: E.I.
**************************************************************************
FILE NAME: JUNDIO.DAT
TIME/DATE OF STUDY: 09:38 09/08/2004
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
----------------------------------------------------------------------------
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.90
*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) = 1.0400
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW
MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE
FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT)
(n)
--- ------------------------------- ------ ----- ------ -----
--- ------------------------------- ------ ----- ------ -----
1 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125
-------
-------
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00
ELEVATION DATA: UPSTREAM(FEET) = 1526.50 DOWNSTREAM(FEET) = 1518.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
10.936
* 10 YEAR RAINFALL INTENSITY(INCH/HR) =
2.888
SUBAREA Tc AND LOSS RATE
DATA(AMC III):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 9.90
0.80
0.10 52 10.94
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR) =
0.80
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
25.02
TOTAL AREA(ACRES) =
9.90 PEAK FLOW
RATE(CFS)
= 25.02
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 51.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>(STANDARD CURB SECTION USED)<< <<<
UPSTREAM ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 36.86
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 18.24
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.05
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.29
STREET FLOW TRAVEL TIME(MIN.) = 3.09 Tc(MIN.) = 14.02
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.488
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
COMMERCIAL A 10.90 0.80 0.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 23.
EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR)
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) _
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.01
rK
SCS
CN
52
63
0.08
45.08
FLOW VELOCITY(FEET/SEC.) = 4.31 DEPTH*VELOCITY(FT*FT/SEC.) = 2.59
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 100.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.35
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 45.08
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 14.20
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.20
RAINFALL INTENSITY(INCH/HR) = 2.47
AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 20.80
TOTAL STREAM AREA(ACRES) = 20.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.08
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00
ELEVATION DATA: UPSTREAM(FEET) = 1518.50 DOWNSTREAM(FEET) = 1511.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
8.458
* 10 YEAR RAINFALL INTENSITY(INCH/HR)
=
3.370
SUBAREA Tc AND LOSS RATE
DATA(AMC III):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 4.30
0.80
0.10 52 8.46
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR)
=
0.80
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
12.73
TOTAL AREA(ACRES) =
4.30 PEAK FLOW
RATE(CFS)
= 12.73
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 52.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>(STANDARD CURB SECTION USED)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.17
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 15.86
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.10
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.60
STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 10.88
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.897
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 8.20 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 20.79
EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 31.70
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 18.36
FLOW VELOCITY(FEET/SEC.) = 3.45 DEPTH*VELOCITY(FT*FT/SEC.) = 1.96
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 52.00 = 950.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 100.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.64
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 31.70
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 11.05
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 100.00 = 1100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.05
RAINFALL INTENSITY(INCH/HR) = 2.87
AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 12.50
TOTAL STREAM AREA(ACRES) = 12.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.70
** CONFLUENCE DATA **
STREAM Q Tc
NUMBER (CFS) (MIN.)
1 45.08 14.20
2 31.70 11.05
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
2.470 0.80( 0.08)
2.870 0.80( 0.08)
Ap Ae HEADWATER
(ACRES) NODE
0.10 20.8 10.00
0.10 12.5 30.00
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 72.67 11.05 2.870 0.80( 0.08) 0.10 28.7 30.00
2 72.23 14.20 2.470 0.80( 0.08) 0.10 33.3 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 72.67 Tc(MIN.) = 11.05
EFFECTIVE AREA(ACRES) = 28.69 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 33.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1496.50 DOWNSTREAM(FEET) = 1486.00
FLOW LENGTH(FEET) = 440.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.15
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 72.67
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 11.53
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 2140.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81
>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 11.53
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.797
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 6.70 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 16.39
EFFECTIVE AREA(ACRES) = 35.39 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 86.56
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1486.00 DOWNSTREAM(FEET) = 1475.30
FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.25
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 86.56
PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 12.35
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 110.00 = 2740.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 12.35
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.685
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 29.30 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 29.30 SUBAREA RUNOFF(CFS) = 68.70
EFFECTIVE AREA(ACRES) = 64.69 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA-AVERAGED..Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 69.30 PEAK FLOW RATE(CFS) = 151.68
FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1475.30 DOWNSTREAM(FEET) _ '1457.80
..1y
FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 28.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.24
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 151.68
PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 12.90
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 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) = 1517.90 DOWNSTREAM(FEET) = 1508.30
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
12.202
* 10 YEAR RAINFALL
INTENSITY(INCH/HR) =
2.704
SUBAREA Tc AND LOSS
RATE DATA(AMC III):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 1.37
0.80
0.10 52 12.20
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)
=
0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS)
= 3.24
TOTAL AREA(ACRES) =
1.37 PEAK FLOW
RATE(CFS)
= 3.24
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 50.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1508.30 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.73
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.*44
HALFSTREET FLOOD WIDTH(FEET) = 14.20
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.69
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75
STREET FLOW TRAVEL TIME(MIN.) = 3.94 Tc(MIN.) = 16.14
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.287
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.50 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.99
EFFECTIVE AREA(ACRES) = 1.87 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) = 3.71
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.20
FLOW VELOCITY(FEET/SEC.) = 1.68 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.)
= 16.14
RAINFALL INTENSITY(INCH/HR)
= 2.29
AREA -AVERAGED Fm(INCH/HR) =
0.08
AREA -AVERAGED Fp(INCH/HR) =
0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES)
= 1.87
TOTAL STREAM AREA(ACRES) =
1.87
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.71
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00
ELEVATION DATA: UPSTREAM(FEET) = 1510.10 DOWNSTREAM(FEET) = 1505.70
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.754
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.634
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
COMMERCIAL A 1.00 0.80
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 2.30
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.10 52 12.75
0.80
2.30
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.75
RAINFALL INTENSITY(INCH/HR) = 2.63
AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.00
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.30
** CONFLUENCE DATA **
STREAM Q Tc
NUMBER (CFS) (MIN.)
1 3.71 16.14
2 2.30 12.75
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
2.287 0.80( 0.08)
2.634 0.80( 0.08)
Ap Ae HEADWATER
(ACRES) NODE
0.10 1.9 20.00
0.10 1.0 40.00
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 5.69 12.75 2.634 0.80( 0.08) 0.10 2.5 40.00
2 5.70 16.14 2.287 0.80( 0.08) 0.10 2.9 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.70 Tc(MIN.) = 16.14
EFFECTIVE AREA(ACRES) = 2.87 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.87
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<< <<<
UPSTREAM ELEVATION(FEET) = 1505.70 DOWNSTREAM ELEVATION(FEET) = 1495.00
STREET LENGTH.,(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.25
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FLOOD WIDTH(FEET) = 9.03
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03
STREET FLOW TRAVEL TIME(MIN.) = 2.14 Tc(MIN.) = 18.28
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.122
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.60 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.10
EFFECTIVE AREA(ACRES) = 3.47 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.47 PEAK FLOW RATE(CFS) = 6.38
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.11
FLOW VELOCITY(FEET/SEC.) = 3.37 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.43 14.87 2.402 0.80( 0.08) 0.10 3.1 40.00
2 6.38 18.28 2.122 0.80( 0.08) 0.10 3.5 20.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 6.43 Tc(MIN.) = 14.87
AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10 EFFECTIVE AREA(ACRES) = 3.08
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 55.00 = 1830.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>(STREET TABLE SECTION # 1 USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1495.00 DOWNSTREAM ELEVATION(FEET) = 1484.30
STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.35
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.34
HALFSTREET FLOOD WIDTH(FEET) = 10.52
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.00
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 3.50 Tc(MIN.) = 18.37
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.116
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.83
EFFECTIVE AREA(ACRES) = 4.08 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.47 PEAK FLOW RATE(CFS) = 7.47
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.59
FLOW VELOCITY(FEET/SEC.) = 3.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 2460.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>(STANDARD CURB SECTION USED)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1484.30 DOWNSTREAM ELEVATION(FEET) = 1465.20
STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.53
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.38
HALFSTREET FLOOD WIDTH(FEET) = 11.04
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.03
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.15
STREET FLOW TRAVEL TIME(MIN.) = 3.85 Tc(MIN.) = 22.22
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.887
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.30 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.11
EFFECTIVE AREA(ACRES) = 5.38 AREA -AVERAGED Fm(INCH/HR) '= 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 5.77 PEAK FLOW RATE(CFS) = 8.75
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.13
FLOW VELOCITY(FEET/SEC.) = 3.06 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 70.00 = 3160.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 70.00 TO NODE 115.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1465.20 DOWNSTREAM(FEET) = 1457.80
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 18.50
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.75
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 22.26
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 115.00 = 3200.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.75 22.26 1.885 0.80( 0.08) 0.10 5.4 40.00
2 8.58 25.70 1.730 0.80( 0.08) 0.10 5.8 20.00
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 115.00 = 3200.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 151.68 12.90 2.615 0.80( 0.08) 0.10 64.7 30.00
2 141.64 15.98 2.300 0.80( 0.08) 0.10 69.3 10.00
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc
Intensity
Fp(Fm)
Ap
Ae HEADWATER
NUMBER (CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 158.80 12.90
2.615
0.80( 0.08)
0.10
67.8
30.00
2 149.36 15.98
2.300
0.80( 0.08)
0.10
73.2
10.00
3 123.91 22.26
1.885
0.80( 0.08)
0.10
74.7
40.00
4 113.81 25.70
1.730
0.80( 0.08)
0.10
75.1
20.00
TOTAL AREA(ACRES) =
75.07
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
158.80
Tc(MIN.) =
12.904
EFFECTIVE AREA(ACRES) =
67.81
AREA -AVERAGED
Fm(INCH/HR)
= 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED
Ap = 0.10
TOTAL AREA(ACRES) =
75.07
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1457.80 DOWNSTREAM(FEET) = 1456.20
FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 30.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.24
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 158.80
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.96
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 120.00 = 3440.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 12.96
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.609
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 17.80 0.80 0.10 52
COMMERCIAL A 2.80 0.80 0.10 52
COMMERCIAL A 0.40 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 47.80
EFFECTIVE AREA(ACRES) = 88.81 AREA -AVERAGED Fm(INCH/HR) = 0.08
'AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 96.07 PEAK FLOW RATE(CFS) = 202.15
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1456.20 DOWNSTREAM(FEET) = 1443.50
FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 202.15
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.96
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 4100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 12.96
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.608
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 9.20 0.80 0.60 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 17.64
EFFECTIVE AREA(ACRES) = 98.01 AREA -AVERAGED Fm(INCH/HR) = 0.12
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.15
TOTAL AREA(ACRES) = 105.27 PEAK FLOW RATE(CFS) = 219.74
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1430.60
FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 4.50 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 219.74
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 12.97
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 140.00 = 4700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 12.97
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.608
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 16.80 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 16.80 SUBAREA RUNOFF(CFS) = 38.22
EFFECTIVE AREA(ACRES) = 114.81 AREA -AVERAGED Fm(INCH/HR) = 0.11
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.14
TOTAL AREA(ACRES) = 122.07 PEAK FLOW RATE(CFS) = 257.91
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1430.60 DOWNSTREAM(FEET) = 1417.50
FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 5.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 257.91
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.97
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 150.00 = 5150.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 150.00
TO NODE 150.00 IS CODE =
81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE
PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 12.97
* 10 YEAR RAINFALL INTENSITY(INCH/HR)
= 2.607
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL
AREA Fp Ap
SCS
LAND USE GROUP
(ACRES) (INCH/HR) (DECIMAL)
CN
RESIDENTIAL
"11+ DWELLINGS/ACRE" A
4.50 0.80 0.20
52
NATURAL GOOD COVER
"GRASS" A
5.60 0.72 1.00
58
SUBAREA AVERAGE PERVIOUS LOSS RATE,
Fp(INCH/HR) = 0.73
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.64
SUBAREA AREA(ACRES) = 10.10
SUBAREA RUNOFF(CFS) = 19.40
EFFECTIVE AREA(ACRES) = 124.91
AREA -AVERAGED Fm(INCH/HR)
= 0.14
AREA -AVERAGED Fp(INCH/HR) = 0.78
AREA -AVERAGED Ap = 0.18
TOTAL AREA(ACRES) = 132.17
PEAK FLOW RATE(CFS) =
277.27
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 132.17
TC(MIN.) = 12.97
EFFECTIVE AREA(ACRES) = 124.91
AREA -AVERAGED Fm(INCH/HR)=
0.14
AREA -AVERAGED Fp(INCH/HR) = 0.78
AREA -AVERAGED Ap = 0.18
PEAK FLOW RATE(CFS) = 277.27
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity
Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR) (ACRES) NODE
1 277.27 12.97 2.607
0.78( 0.14) 0.18 124.9
30.00
2 252.81 16.05 2.295
0.78( 0.14) 0.18 130.3
10.00
3 206.86 22.33 1.882
0.78( 0.14) 0.18 131.8
40.00
4 189.05 25.78 1.727
0.78( 0.14) 0.18 132.2
20.00
END OF RATIONAL METHOD ANALYSIS
****************************************************************************
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 1400
Analysis prepared by:
Allard Engineering
8253 Serria Avenue Fontana Ca. 92335
************************** DESCRIPTION OF STUDY **************************
* JUNIPER DETENTION BASIN
* 25 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC III
* DEVELOPED CONDITION BY: E.I.
**************************************************************************
FILE NAME: JUND25.DAT
TIME/DATE OF STUDY: 09:46 09/08/2004
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
----------------------------------------------------------------------------
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.90
*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) = 1.2100
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW
MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE
FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT)
(n)
--- ------------------------------- ------ ----- ------ -----
--- ------------------------------- ------ ----- ------ -----
1 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125
-------
-------
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*,(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00
ELEVATION DATA: UPSTREAM(FEET) = 1526.50 DOWNSTREAM(FEET) = 1518.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
10.936
* 25 YEAR RAINFALL
INTENSITY(INCH/HR) =
3.360
SUBAREA Tc AND LOSS
RATE DATA(AMC III):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 9.90
0.80
0.10 52 10.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)
=
0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS)
= 29.23
TOTAL AREA(ACRES) =
9.90 PEAK FLOW
RATE(CFS)
= 29.23
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 51.00 IS CODE = 61
>> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
»»> (STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.15
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET) = 19.64
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.24
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.52
STREET FLOW TRAVEL TIME(MIN.) = 2.94 Tc(MIN.) = 13.88
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.912
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 10.90 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 27.79
EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 53.03
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 21.60
FLOW VELOCITY(FEET/SEC.) = 4.50 DEPTH*VELOCITY(FT*FT/SEC.) = 2.85
*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 750.0 FT WITH ELEVATION -DROP = 12.3 FT, IS 34.5 CFS,
WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 51.00
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 100.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.88
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 53.03
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 14.03
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.03
RAINFALL INTENSITY(INCH/HR) = 2.89
AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 20.80
TOTAL STREAM AREA(ACRES) = 20.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.03
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00
ELEVATION DATA: UPSTREAM(FEET) = 1518.50 DOWNSTREAM(FEET) = 1511.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
8.458
* 25 YEAR RAINFALL
INTENSITY(INCH/HR) =
3.920
SUBAREA Tc AND LOSS
RATE DATA(AMC III):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 4.30
0.80
0.10 52 8.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS)
= 14.86
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 14.86
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 52.00 IS CODE = 61
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>(STANDARD CURB SECTION USED)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 17.08
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.77
STREET FLOW TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 10.75
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.396
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL
COMMERCIAL A 8.20 0.80 0.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 24
EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED Fm(INCH/HR
AREA -AVERAGED Fp(INCH/HR) = 0.60 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) _
14
SCS
CN
52
47
= 0.08
37.30
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 19.83
FLOW VELOCITY(FEET/SEC.) = 3.62 DEPTH*VELOCITY(FT*FT/SEC.) = 2.16
*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 450.0 FT WITH ELEVATION -DROP = 5.3 FT, IS 28.2 CFS,
WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 52.00
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 52.00 = 950.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 100.00 IS CODE = 41
>> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.05
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 37.30
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.91
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 100.00 = 1100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.91
RAINFALL INTENSITY(INCH/HR) = 3.36
AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 12.50
TOTAL STREAM AREA(ACRES) = 12.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.30
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
53.03
14.03
2
37.30
10.91
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
2.894 0.80( 0.08)
3.364 0.80( 0.08)
Ap Ae HEADWATER
(ACRES) NODE
0.10 20.8 10.00
0.10 12.5 30.00
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 85.45 10.91 3.364 0.80( 0.08) 0.10 28.7 30.00
2 84.99 14.03 2.894 0.80( 0.08) 0.10 33.3 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 85.45 Tc(MIN.) = 10.91
EFFECTIVE AREA(ACRES) = 28.68 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 33.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1496.50 DOWNSTREAM(FEET) = 1486.00
FLOW LENGTH(FEET) = 440.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.59
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 85.45
PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 11.38
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 2140.00 FEET.
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 11.38
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.280
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 6.70 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 19.30
EFFECTIVE AREA(ACRES) = 35.38 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 101.92
FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1486.00 DOWNSTREAM(FEET) = 1475.30
FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.42
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 101.92
PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 12.08
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 110.00 = 2740.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 12.08
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.166
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE, GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 29.30 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 29.30 SUBAREA RUNOFF(CFS) = 81.39
EFFECTIVE AREA(ACRES) = 64.68 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 69.30 PEAK FLOW RATE(CFS) = 179.66
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1475.30 DOWNSTREAM(FEET) = 1457.80
FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 32.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.91
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 179.66
PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 12.61
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 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) = 1517.90 DOWNSTREAM(FEET) = 1508.30
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
12.202
* 25 YEAR RAINFALL INTENSITY(INCH/HR) =
3.146
SUBAREA Tc AND LOSS RATE
DATA(AMC III):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 1.37
0.80
0.10 52 12.20
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR) =
0.80
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
3.78
TOTAL AREA(ACRES) =
1.37 PEAK FLOW
RATE(CFS)
= 3.78
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 50.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEV,ATION(FEET) = 1508.30 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.37
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 15.18
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81
STREET FLOW TRAVEL TIME(MIN.) = 3.81 Tc(MIN.) = 16.01
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.673
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.50 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.17
EFFECTIVE AREA(ACRES) = 1.87 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) = 4.36
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.18
FLOW VELOCITY(FEET/SEC.) = 1.75 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET.
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.)
= 16.01
RAINFALL INTENSITY(INCH/HR)
= 2.67
AREA -AVERAGED Fm(INCH/HR) =
0.08
AREA -AVERAGED Fp(INCH/HR) =
0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES)
= 1.87
TOTAL STREAM AREA(ACRES) =
1.87
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.36
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00
ELEVATION DATA: UPSTREAM(FEET) = 1510.10 DOWNSTREAM(FEET) = 1505.70
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.754
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.064
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 1.00 0.80 0.10 52 12.75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 2.69
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.69
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.75
RAINFALL INTENSITY(INCH/HR) = 3.06
AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.00
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.69
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
4.36
16.01
2
2.69
12.75
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
2.673 0.80( 0.08)
3.064 0.80( 0.08)
Ap Ae HEADWATER
(ACRES) NODE
0.10 1.9 20.00
0.10 1.0 40.00
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 6.69 12.75 3.064 0.80( 0.08) 0.10 2.5 40.00
2 6.70 16.01 2.673 0.80( 0.08) 0.10 2.9 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.70 Tc(MIN.) = 16.01
EFFECTIVE AREA(ACRES) = 2.87 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.87
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
»»> (STREET TABLE SECTION ## 1 USED) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1505.70 DOWNSTREAM ELEVATION(FEET) = 1495.00
STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.35
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 9.70
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.47
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11
STREET FLOW TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 18.08
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.485
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.60 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.30
EFFECTIVE AREA(ACRES) = 3.47 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.47 PEAK FLOW RATE(CFS) = 7.51
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.78
FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.57 14.80 2.802 0.80( 0.08) 0.10 3.1 40.00
2 7.51 18.08 2.485 0.80( 0.08) 0.10 3.5 20.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 7.57 TC(MIN.) = 14.80
AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10 EFFECTIVE AREA(ACRES) = 3.09
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 55.00 = 1830.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>(STREET TABLE SECTION # 1 USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1495.00 DOWNSTREAM ELEVATION(FEET) = 1484.30
STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.35
HALFSTREET FLOOD WIDTH(FEET) = 11.21
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10
STREET FLOW TRAVEL TIME(MIN.) = 3.34 Tc(MIN.) = 18.14
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.480
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL
COMMERCIAL A 1.00 0.80 0.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2
EFFECTIVE AREA(ACRES) = 4.09 AREA -AVERAGED Fm(INCH/HR
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.47 PEAK FLOW RATE(CFS) _
65
SCS
CN
52
16
= 0.08
8.84
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.39
FLOW VELOCITY(FEET/SEC.) = 3.12 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 2460.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 61
>> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>(STANDARD CURB SECTION USED) <<<<
UPSTREAM ELEVATION(FEET) = 1484.30 DOWNSTREAM ELEVATION(FEET) = 1465.20
STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.09
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.40
HALFSTREET FLOOD WIDTH(FEET) = 11.90
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24
STREET FLOW TRAVEL TIME(MIN.) = 3.72 Tc(MIN.) = 21.85
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.218
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.30 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.50
EFFECTIVE AREA(ACRES) = 5.39 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 5.77 PEAK FLOW RATE(CFS) = 10.37
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.99
FLOW VELOCITY(FEET/SEC.) = 3.19 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 70.00 = 3160.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 70.00 TO NODE 115.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1465.20 DOWNSTREAM(FEET) = 1457.80
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.43
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.37
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 21.89
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 115.00 = 3200.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<< <<<
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 10.37 21.89 2.216 0.80( 0.08) 0.10 5.4 40.00
2 10.18 25.18 2.037 0.80( 0.08) 0.10 5.8 20.00
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 115.00 = 3200.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 179.66 12.61 3.085 0.80( 0.08) 0.10 64.7 30.00
2 166.96 15.75 2.699 0.80( 0.08) 0.10 69.3 10.00
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 188.07 12.61 3.085 0.80( 0.08) 0.10 67.8 30.00
2 176.12 15.75 2.699 0.80( 0.08) 0.10 73.2 10.00
3 146.53 21.89 2.216 0.80( 0.08) 0.10 74.7 40.00
4 134.96 25.18 2.037 0.80( 0.08) 0.10 75.1 20.00
TOTAL AREA(ACRES) = 75.07
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 188.07 Tc(MIN.) = 12.613
EFFECTIVE AREA(ACRES) = 67.79 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 75.07
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 41
----------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1457.80 DOWNSTREAM(FEET) =
1456.20
FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.86
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 188.07
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.66
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 120.00 = 3440.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE =
81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 12.66
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.077
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A 17.80 0.80 0.10
52
COMMERCIAL A 2.80 0.80 0.10
52
COMMERCIAL A 0.40 0.80 0.10
52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 56.65
EFFECTIVE AREA(ACRES) = 88.79 AREA -AVERAGED Fm(INCH/HR)
= 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 96.07 PEAK FLOW RATE(CFS) =
239.53
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1456.20 DOWNSTREAM(FEET) = 1443.50
FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 239.53
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.67
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 4100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 12.67
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.077
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 9.20 0.80 0.60 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 21.52
EFFECTIVE AREA(ACRES) = 97.99 AREA -AVERAGED Fm(INCH/HR) = 0.12
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.15
TOTAL AREA(ACRES) = 105.27 PEAK FLOW RATE(CFS) = 261.00
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1430.60
FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 4.50 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 261.00
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.67
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 140.00 = 4700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
-------------------------
-------------------------
MAINLINE Tc(MIN) = 12.67
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.076
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 16.80 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 16.80 SUBAREA RUNOFF(CFS) = 45.31
EFFECTIVE AREA(ACRES) = 114.79 AREA -AVERAGED Fm(INCH/HR) = 0.11
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.14
TOTAL AREA(ACRES) = 122.07 PEAK FLOW RATE(CFS) = 306.25
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1430.60 DOWNSTREAM(FEET) = 1417.50
FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 5.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 306.25
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.67
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 150.00 = 5150.00 FEET.
FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 12.67
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.075
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"11+ DWELLINGS/ACRE" A 4.50 0.80 0.20 52
NATURAL GOOD COVER
"GRASS" A 5.60 0.72 1.00 58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.73
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.64
SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) = 23.66
EFFECTIVE AREA(ACRES) = 124.89 AREA -AVERAGED Fm(INCH/HR) = 0.14
AREA -AVERAGED Fp(INCH/HR) = 0.78 AREA -AVERAGED Ap = 0.18
TOTAL AREA(ACRES) = 132.17 PEAK FLOW RATE(CFS) = 329.86
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 132.17 TC(MIN.) = 12.67
EFFECTIVE AREA(ACRES) = 124.89 AREA -AVERAGED Fm(INCH/HR)= 0.14
AREA -AVERAGED Fp(INCH/HR) = 0.78 AREA -AVERAGED Ap = 0.18
PEAK FLOW RATE(CFS) = 329.86
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 329.86 12.67 3.075 0.78( 0.14) 0.18 124.9 30.00
2 299.52 15.82 2.693 0.78( 0.14) 0.18 130.3 10.00
3 246.03 21.96 2.212 0.78( 0.14) 0.18 131.8 40.00
4 225.62 25.25 2.034 0.78( 0.14) 0.18 132.2 20.00
END OF RATIONAL METHOD ANALYSIS
****************************************************************************
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 1400
Analysis prepared by:
Allard Engineering
8253 Serria Avenue Fontana Ca. 92335
************************** DESCRIPTION OF STUDY **************************
* JUNIPER DETENTION BASIN
* 100 YEAR STORM EVENT, 100 YEAR INTENSITY, AMC III
* DEVELOPED CONDITION BY: E.I.
**************************************************************************
FILE NAME: JUND100.DAT
TIME/DATE OF STUDY: 09:52 09/08/2004
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.90
*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) III ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW
MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE
FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT)
(n)
--- ------------------------------- ------ ----- ------ -----
--- ------------------------------- ------ ----- ------ -----
1 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125
-------
-------
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*.,(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 15.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00
ELEVATION DATA: UPSTREAM(FEET) = 1526.50 DOWNSTREAM(FEET) = 1518.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
10.936
* 100 YEAR RAINFALL
INTENSITY(INCH/HR) =
4.221
SUBAREA Tc AND LOSS
RATE DATA(AMC III):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 9.90
0.80
0.10 52 10.94
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS)
= 36.90
TOTAL AREA(ACRES) =
9.90 PEAK FLOW
RATE(CFS)
= 36.90
FLOW PROCESS FROM NODE 15.00 TO NODE 51.00 IS CODE = 61
>> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>(STANDARD CURB SECTION USED)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 54.63
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.64
HALFSTREET FLOOD WIDTH(FEET) = 21.90
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.54
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.89
STREET FLOW TRAVEL TIME(MIN.) = 2.76 Tc(MIN.) = 13.69
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.689
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 10.90 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 35.40
EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 67.56
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 24.16
FLOW VELOCITY(FEET/SEC.) = 4.78 DEPTH*VELOCITY(FT*FT/SEC.) = 3.27
*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 750.0 FT WITH ELEVATION -DROP = 12.3 FT, IS 43.5 CFS,
WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 51.00
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 100.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 21.51
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 67.56
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 13.81
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.81
RAINFALL INTENSITY(INCH/HR) = 3.67
AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 20.80
TOTAL STREAM AREA(ACRES) = 20.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 67.56
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00
ELEVATION DATA: UPSTREAM(FEET) = 1518.50 DOWNSTREAM(FEET) = 1511.00
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
8.458
* 100 YEAR RAINFALL INTENSITY(INCH/HR)
=
4.925
SUBAREA Tc AND LOSS RATE
DATA(AMC III):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 4.30
0.80
0.10 52 8.46
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR)
=
0.80
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
18.75
TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 18.75
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 52.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 15.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.38
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.58
HALFSTREET FLOOD WIDTH(FEET) = 19.03
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.55
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.06
STREET FLOW TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 10.57
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.308
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 8.20 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 31.20
EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 47.57
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 22.21
FLOW VELOCITY(FEET/SEC.) = 3.86 DEPTH*VELOCITY(FT*FT/SEC.) = 2.49
*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 450.0 FT WITH ELEVATION -DROP = 5.3 FT, IS 35.6 CFS,
WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 52.00
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 52.00 = 950.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 100.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.14
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 47.57
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.74
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 100.00 = 1100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.74
RAINFALL INTENSITY(INCH/HR) = 4.27
AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 12.50
TOTAL STREAM AREA(ACRES) = 12.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.57
** CONFLUENCE DATA **
STREAM Q Tc
NUMBER (CFS) (MIN.)
1 67.56 13.81
2 47.57 10.74
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
3.670 0.80( 0.08)
4.268 0.80( 0.08)
Ap Ae HEADWATER
(ACRES) NODE
0.10 20.8 10.00
0.10 12.5 30.00
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
1 108.85 10.74 4.268 0.80( 0.08) 0.10 28.7 30.00
2 108.34 13.81 3.670 0.80( 0.08) 0.10 33.3 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 108.85 Tc(MIN.) = 10.74
EFFECTIVE AREA(ACRES) = 28.67 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 33.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1496.50 DOWNSTREAM(FEET) = 1486.00
FLOW LENGTH(FEET) = 440.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.40
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 108.85
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 11.21
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 2140.00 FEET.
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 11.21
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.158
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 6.70 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 24.59
EFFECTIVE AREA(ACRES) = 35.37 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 129.85
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1486.00 DOWNSTREAM(FEET) = 1475.30
FLOW LENGTH(FEET) = 600.00 MANNING`S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 18.37
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 129.85
PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 11.76
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 110.00 = 2740.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
MAINLINE Tc(MIN) = 11.76
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.041
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 29.30 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 29.30 SUBAREA RUNOFF(CFS) = 104.47
EFFECTIVE AREA(ACRES) = 64.67 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 69.30 PEAK FLOW RATE(CFS) = 230.61
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1475.30 DOWNSTREAM(FEET) = 1457.80
FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 18.35
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 230.61
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 12.34
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 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) = 1517.90 DOWNSTREAM(FEET) = 1508.30
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.202
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.953
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 1.37 0.80 0.10 52 12.20
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 4.78
TOTAL AREA(ACRES) = 1.37 PEAK FLOW RATE(CFS) = 4.78
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 50.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>(STANDARD CURB SECTION USED)<< <<<
UPSTREAM ELEVATION(FEET) = 1508.30 DOWNSTREAM ELEVATION(FEET) = 1505.70
STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 +
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.52
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 16.66
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.86
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91
STREET FLOW TRAVEL TIME(MIN.) = 3.58 Tc(MIN.) = 15.78
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.387
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.50 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.49
EFFECTIVE AREA(ACRES) = 1.87 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) = 5.57
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.73
FLOW VELOCITY(FEET/SEC.) = 1.86 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
-----------------------------------------------------
-----------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.)
= 15.78
RAINFALL INTENSITY(INCH/HR)
= 3.39
AREA -AVERAGED Fm(INCH/HR) =
0.08
AREA -AVERAGED Fp(INCH/HR) =
0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES)
= 1.87
TOTAL STREAM AREA(ACRES) =
1.87
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.57
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00
ELEVATION DATA: UPSTREAM(FEET) = 1510.10 DOWNSTREAM(FEET) = 1505.70
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.754
* 100 YEAR RAINFALL INTENSITY(INCH/HR) =
3.849
Tc
SUBAREA Tc AND LOSS RATE
DATA(AMC III):
(MIN.)
1
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 1.00
0.80
0.10 52 12.75
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR)
=
0.80
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS) =
3.39
TOTAL AREA(ACRES) =
1.00 PEAK FLOW
RATE(CFS)
= 3.39
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.75
RAINFALL INTENSITY(INCH/HR) = 3.85
AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.00
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.39
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
5.57
15.78
2
3.39
12.75
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
3.387 0.80( 0.08)
3.849 0.80( 0.08)
Ap Ae HEADWATER
(ACRES) NODE
0.10 1.9 20.00
0.10 1.0 40.00
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 8.52 12.75 3.849 0.80( 0.08) 0.10 2.5 40.00
2 8.54 15.78 3.387 0.80( 0.08) 0.10 2.9 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.54 Tc(MIN.) = 15.78
EFFECTIVE AREA(ACRES) = 2.87 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.87
LONGEST FLOWPZ�TH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>(STREET TABLE SECTION ## 1 USED)<< <<<
UPSTREAM ELEVATION(FEET) = 1505.70 DOWNSTREAM ELEVATION(FEET) = 1495.00
STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.38
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.34
HALFSTREET FLOOD WIDTH(FEET) = 10.74
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.69
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26
STREET FLOW TRAVEL TIME(MIN.) = 1.94 Tc(MIN.) = 17.73
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.159
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.60 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.66
EFFECTIVE AREA(ACRES) = 3.47 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.47 PEAK FLOW RATE(CFS) = 9.62
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.89
FLOW VELOCITY(FEET/SEC.) = 3.69 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 9.67 14.71 3.534 0.80( 0.08) 0.10 3.1 40.00
2 9.62 17.73 3.159 0.80( 0.08) 0.10 3.5 20.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 9.67 Tc(MIN.) = 14.71
AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80
AREA -AVERAGED Ap = 0.10 EFFECTIVE AREA(ACRES) = 3.11
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 55.00 = 1830.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 62
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<<
»»> (STREET TABLE SECTION ## 1 USED) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION(FEET) = 1495.00 DOWNSTREAM ELEVATION(FEET) = 1484.30
STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.05
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 12.42
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25
STREET FLOW TRAVEL TIME(MIN.) = 3.15 Tc(MIN.) = 17.86
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.145
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
COMMERCIAL A 1.00 0.80 0.10
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.
EFFECTIVE AREA(ACRES) = 4.11 AREA -AVERAGED Fm(INCH/HR)
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.47 PEAK FLOW RATE(CFS) _
SCS
CN
52
76
0.08
11.34
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.59
FLOW VELOCITY(FEET/SEC.) = 3.33 DEPTH*VELOCITY(FT*FT/SEC.) = 1.26
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 2460.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<< <<<
UPSTREAM ELEVATION(FEET) = 1484.30 DOWNSTREAM ELEVATION(FEET) = 1465.20
STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
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) = 0.0200
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.95
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.42
HALFSTREET FLOOD WIDTH(FEET) = 13.19
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.36
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.42
STREET FLOW TRAVEL TIME(MIN.) = 3.48 Tc(MIN.) = 21.34
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.826
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.30 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.21
EFFECTIVE AREA(ACRES) = 5.41 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 5.77 PEAK FLOW RATE(CFS) = 13.38
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.45
FLOW VELOCITY(FEET/SEC.) = 3.35 DEPTH*VELOCITY(FT*FT/SEC.) = 1.43
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 70.00 = 3160.00 FEET.
i�**Ycicicati�*�t*iF*:F*******:k*�t>Fic****:t*yrir*ir�Y�k�k*9c'k�c*if*�k�tir*:F*ic**�t:FAY*ic:t*�Fi�:Fir�k;t*it**fF�c�M*
FLOW PROCESS FROM NODE 70.00 TO NODE 115.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1465.20 DOWNSTREAM(FEET) = 1457.80
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 20.93
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.38
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 21.37
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 115.00 = 3200.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 13.38 21.37 2.824 0.80( 0.08) 0.10 5.4 40.00
2 13.13 24.44 2.606 0.80( 0.08) 0.10 5.8 20.00
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 115.00 = 3200.00 FEET.
** MEMORY BANK $# 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 230.61 12.34 3.926 0.80( 0.08) 0.10 64.7 30.00
2 214.20 15.37 3.442 0.80( 0.08) 0.10 69.3 10.00
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 241.43 12.34 3.926 0.80( 0.08) 0.10 67.8 30.00
2 225.99 15.37 3.442 0.80( 0.08) 0.10 73.2 10.00
3 188.22 21.37 2.824 0.80( 0.08) 0.10
4 174.06 24.44 2.606 0.80( 0.08) 0.10
TOTAL AREA(ACRES) = 75.07
74.7 40.00
75.1 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 241.43 Tc(MIN.) = 12.339
EFFECTIVE AREA(ACRES) = 67.80 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 75.07
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 115.00 = 3380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1457.80 DOWNSTREAM(FEET) = 1456.20
FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.21
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 241.43
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.39
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 120.00 = 3440.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 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 III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 17.80 0.80 0.10 52
COMMERCIAL A 2.80 0.80 0.10 52
COMMERCIAL A 0.40 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 72.51
EFFECTIVE AREA(ACRES) = 88.80 AREA -AVERAGED Fm(INCH/HR) = 0.08
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 96.07 PEAK FLOW RATE(CFS) = 306.62
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1456.20 DOWNSTREAM(FEET) = 1443.50
FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 306.62
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.39
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 4100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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 III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
113-4 DWELLINGS/ACRE" A 9.20 0.80 0.60 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 28.47
EFFECTIVE AREA(ACRES) = 98.00 AREA -AVERAGED Fm(INCH/HR) = 0.12
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.15
TOTAL AREA(ACRES) = 105.27 PEAK FLOW RATE(CFS) = 335.04
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 41
-----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<<
ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1430.60
FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 4.50 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 335.04
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.40
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 140.00 = 4700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<<
MAINLINE Tc(MIN) = 12.40
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.915
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 16.60 0.80 0.10 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 16.80 SUBAREA RUNOFF(CFS) = 57.99
EFFECTIVE AREA(ACRES) = 114.80 AREA -AVERAGED Fm(INCH/HR) = 0.11
AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.14
TOTAL AREA(ACRES) = 122.07 PEAK FLOW RATE(CFS) = 392.98
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 41
-------------•---------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<<
>> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1430.60 DOWNSTREAM(FEET) = 1417.50
FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.)
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 5.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 392.98
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.40
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 150.00 = 5150.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 12.40
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.915
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"11+ DWELLINGS/ACRE" A 4.50 0.80 0.20 52
NATURAL GOOD COVER
"GRASS" A 5.60 0.72 1.00 58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.73
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.64
SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) = 31.29
EFFECTIVE AREA(ACRES) = 124.90 AREA -AVERAGED Fm(INCH/HR) = 0.14
AREA -AVERAGED Fp(INCH/HR) = 0.78 AREA -AVERAGED Ap = 0.18
TOTAL AREA(ACRES) = 132.17 PEAK FLOW RATE(CFS) = 424.21
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 132.17 TC(MIN.) = 12.40
EFFECTIVE AREA(ACRES) = 124.90 AREA -AVERAGED Fm(INCH/HR)= 0.14
AREA -AVERAGED Fp(INCH/HR) = 0.78 AREA -AVERAGED Ap = 0.18
PEAK FLOW RATE(CFS) = 424.21
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CF$) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 424.21 12.40 3.915 0.78( 0.14) 0.18 124.9 30.00
2 386.36 15.43 3.433 0.78( 0.14) 0.18 130.3 10.00
3 318.11 21.43 2.819 0.78( 0.14) 0.18 131.8 40.00
4 293.13 24.50 2.602 0.78( 0.14) 0.18 132.2 20.00
END OF RATIONAL METHOD ANALYSIS
C) Developed Unit Hydrograph
2, 10, 25, and 100 -Year Storm
Return Frequency, AMC III
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U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0
Study date 07/06/04
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
------------------------------------------------------------------ - - - - - -
San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Allard Engineering, Fontana, California - SIN 643
---------------------------------------------------------------------
JUNIPER DETENTION BASIN
2 YEAR STORM EVENT, AMC III
DEVELOPED CONDITION
FILE NAME: JUNIPERD02
--------------------------------------------------------------------
Storm Event Year = 2
Antecedent Moisture Condition = 3
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
Area averaged rainfall intensity isohyetal data:
Sub -Area
Duration
Isohyetal
(Ac.)
(hours)
(In)
Rainfall
data for
year
10
126.20
1
1.04
--------------------------------------------------------------------
Rainfall
data for
year
2
126.20
6
1.76
--------------------------------------------------------------------
Rainfall
data for
year
2
126.20
24
3.40
--------------------------------------------------------------------
Rainfall
data for
year
100
126.20
1
1.52
--------------------------------------------------------------------
Rainfall
data for
year
100
126.20
6
3.90
--------------------------------------------------------------------
Rainfall
data for
year
100
--------------------------------------------------------------------
126.20
24
9.30
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
******** Area -averaged max loss rate, Fm ********
SCS curve
SCS curve
Area
Area
Fp(Fig C6)
Ap
Fm
No.(AMCII)
NO.(AMC 3)
(Ac.)
Fraction
(In/Hr)
(dec.)
(In/Hr)
56.0
75.8
9.21
0.073
0.440
0.400
0.176
96.0
99.6
116.99
0.927
0.008
0.100
0.001
Area -averaged adjusted loss rate Fm (In/Hr) = 0.014
********* Area -Averaged low loss rate fraction, Yb **********
Area
Area
SCS CN
SCS CN
S
Pervious
(Ac.)
Fract
(AMC2)
(AMC3)
1 -hour factor =
Yield Fr
3.68
0.029
56.0
75.8
3.19
0.377
5.53
0.044
98.0
98.0
0.20
0.931
11.70
0.093
98.0
99.6
0.04
0.986
105.29
0.834
98.0
98.0
0.20
0.931
Area -averaged catchment yield fraction, Y = 0.920
Area -averaged low loss fraction, Yb = 0.080
Direct entry of lag time by user
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Watershed area = 126.20(Ac.)
Catchment Lag time = 0.221 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 37.6563
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.014(In/Hr)
Average low loss rate fraction (Yb) = 0.080 (decimal)
VALLEY DEVELOPED S -Graph Selected
Computed peak 5 -minute rainfall = 0.261(In)
Computed peak 30 -minute rainfall = 0.534(In)
Specified peak 1 -hour rainfall = 0.704(In)
Computed peak 3 -hour rainfall = 1.235(In)
Specified peak 6 -hour rainfall = 1.760(In)
Specified peak 24-hour rainfall = 3.400(In)
Rainfall depth area reduction factors:
Using a total area of 126.20(Ac.) (Ref: fig. E-4)
5 -minute factor
= 0.994
Adjusted
rainfall =
0.259(In)
30 -minute factor
= 0.994
Adjusted
rainfall =
0.531(In)
1 -hour factor =
0.994
Adjusted
rainfall =
0.700(In)
3 -hour factor =
0.999
Adjusted
rainfall =
1.234(In)
6 -hour factor =
1.000
Adjusted
rainfall =
1.759(In)
24-hour factor =
---------------------------------------------------------------------
1.000
Adjusted
rainfall =
3.399(In)
U n i t H y d r o g r a p h
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
---------------------------------------------------------------------
(K = 1526.23 (CFS))
1
2.752
42.008
2
17.421
223.876
3
44.499
413.275
4
73.697
445.625
5
88.823
230.854
6
95.458
101.267
7
98.105
40.406
8
98.884
11.882
9
99.561
10.343
10
100.000
6.695
---------------------------------------------------------------------
Peak Unit
Adjusted mass rainfall
Unit rainfall
Number
(In)
(In)
1
0.2592
0.2592
2
0.3420
0.0828
3
0.4022
0.0602
4
0.4513
0.0491
5
0.4934
0.0421
6
0.5307
0.0373
7
0.5645
0.0338
8
0.5955
0.0310
9
0.6242
0.0287
10
0.6511
0.0269
11
0.6764
0.0253
12
0.7003
0.0240
13
0.7298
0.0295
14
0.7583
0.0284
15
0.7857
0.0275
16
0.8123
0.0266
17
0.8381
0.0258
18
0.8632
0.0251
19
0.8876
0.0244
20
0.9114
0.0238
21
0.9346
0.0232
22
0.9573
0.0227
23
0.9795
0.0222
24
1.0013
0.0217
25
1.0226
0.0213
26
1.0435
0.0209
27
1.0640
0.0205
28
1.0841
0.0201
29
1.1039
0.0198
30
1.1234
0.0195
31
1.1425
0.0192
32
1.1614
0.0189
33
1.1800
0.0186
34
1.1983
0.0183
35
1.2163
0.0180
36
1.2341
0.0178
37
1.2515
0.0174
38
1.2687
0.0172
39
1.2857
0.0170
40
1.3025
0.0168
41
1.3190
0.0166
42
1.3354
0.0164
43
1.3516
0.0162
44
1.3675
0.0160
45
1.3833
0.0158
46
1.3990
0.0156
47
1.4145
0.0155
48
1.4298
0.0153
49
1.4449
0.0152
50
1.4599
0.0150
51
1.4748
0.0149
52
1.4895
0.0147
53
1.5041
0.0146
54
1.5186
0.0145
55
1.5329
0.0143
56
1.5471
0.0142
57
1.5611
0.0141
58
1.5751
0.0140
59
1.5889
0.0138
60
1.6027
0.0137
61
1.6163
0.0136
62
1.6298
0.0135
63
1.6432
0.0134
64
1.6564
0.0133
65
1.6696
0.0132
66
1.6827
0.0131
67
1.6957
0.0130
68
1.7086
0.0129
69
1.7214
0.0128
70
1.7341
0.0127
71
1.7468
0.0126
72
1.7593
0.0125
73
1.7709
0.0116
74
1.7824
0.0115
75
1.7938
0.0114
76
1.8051
0.0113
77
1.8163
0.0112
78
1.8275
0.0112
79
1.8386
0.0111
80
1.8496
0.0110
81
1.8606
0.0109
82
1.8715
0.0109
83
1.8823
0.0108
84
1.8930
0.0107
85
1.9037
0.0107
86
1.9143
0.0106
87
1.9248
0.0105
88
1.9353
0.0105
89
1.9457
0.0104
90
1.9561
0.0104
91
1.9664
0.0103
92
1.9766
0.0102
93
1.9868
0.0102
94
1.9969
0.0101
95
2.0070
0.0101
96
2.0170
0.0100
97
2.0270
0.0100
98
2.0369
0.0099
99
2.0467
0.0098
100
2.0565
0.0098
101
2.0663
0.0097
102
2.0759
0.0097
103
2.0856
0.0096
104
2.0952
0.0096
105
2.1047
0.0095
106
2.1142
0.0095
107
2.1237
0.0095
108
2.1331
0.0094
109
2.1425
0.0094
110
2.1518
0.0093
111
2.1611
0.0093
112
2.1703
0.0092
113
2.1795
0.0092
114
2.1886
0.0091
115
2.1977
0.0091
116
2.2068
0.0091
117
2.2158
0.0090
118
2.2248
0.0090
119
2.2337
0.0089
120
2.2426
0.0089
121
2.2515
0.0089
122
2.2603
0.0088
123
2.2691
0.0088
124
2.2778
0.0087
125
2.2865
0.0087
126
2.2952
0.0087
127
2.3038
0.0086
128
2.3124
0.0086
129
2.3210
0.0086
130
2.3295
0.0085
131
2.3380
0.0085
132
2.3465
0.0085
133
2.3549
0.0084
134
2.3633
0.0084
135
2.3717
0.0084
136
2.3800
0.0083
137
2.3883
0.0083
138
2.3966
0.0083
139
2.4048
0.0082
140
2.4130
0.0082
141
2.4212
0.0082
142
2.4293
0.0081
143
2.4375
0.0081
144
2.4455
0.0061
145
2.4536
0.0081
146
2.4616
0.0080
147
2.4696
0.0080
148
2.4776
0.0080
149
2.4855
0.0079
150
2.4934
0.0079
151
2.5013
0.0079
152
2.5092
0.0079
153
2.5170
0.0078
154
2.5248
0.0078
155
2.5326
0.0078
156
2.5403
0.0078
157
2.5481
0.0077
158
2.5558
0.0077
159
2.5634
0.0077
160
2.5711
0.0076
161
2.5787
0.0076
162
2.5863
0.0076
163
2.5939
0.0076
164
2.6014
0.0075
165
2.6090
0.0075
166
2.6165
0.0075
167
2.6239
0.0075
168
2.6314
0.0075
169
2.6388
0.0074
170
2.6462
0.0074
171
2.6536
0.0074
172
2.6610
0.0074
173
2.6683
0.0073
174
2.6756
0.0073
175
2.6829
0.0073
176
2.6902
0.0073
177
2.6975
0.0073
178
2.7047
0.0072
179
2.7119
0.0072
180
2.7191
0.0072
181
2.7263
0.0072
182
2.7334
0.0071
183
2.7405
0.0071
184
2.7476
0.0071
185
2.7547
0.0071
186
2.7618
0.0071
187
2.7688
0.0070
188
2.7759
0.0070
189
2.7829
0.0070
190
2.7898
0.0070
191
2.7968
0.0070
192
2.8038
0.0069
193
2.8107
0.0069
194
2.8176
0.0069
195
2.8245
0.0069
196
2.8314
0.0069
197
2.8382
0.0069
198
2.8451
0.0068
199
2.8519
0.0068
200
2.8587
0.0068
201
2.8655
0.0068
202
2.8722
0.0068
203
2.8790
0.0067
204
2.8857
0.0067
205
2.8924
0.0067
206
2.8991
0.0067
207
2.9058
0.0067
208
2.9124
0.0067
209
2.9191
0.0066
210
2.9257
0.0066
211
2.9323
0.0066
212
2.9389
0.0066
213
2.9455
0.0066
214
2.9521
0.0066
215
2.9586
0.0065
216
2.9651
0.0065
217
2.9717
0.0065
218
2.9782
0.0065
219
2.9846
0.0065
220
2.9911
0.0065
221
2.9976
0.0065
222
3.0040
0.0064
223
3.0104
0.0064
224
3.0168
0.0064
225
3.0232
0.0064
226
3.0296
0.0064
227
3.0360
0.0064
228
3.0423
0.0063
229
3.0486
0.0063
230
3.0550
0.0063
231
3.0613
0.0063
232
3.0675
0.0063
233
3.0738
0.0063
234
3.0801
0.0063
235
3.0863
0.0062
236
3.0926
0.0062
237
3.0988
0.0062
238
3.1050
0.0062
239
3.1112
0.0062
240
3.1174
0.0062
241
3.1235
0.0062
242
3.1297
0.0062
243
3.1358
0.0061
244
3.1419
0.0061
245
3.1481
0.0061
246
3.1542
0.0061
247
3.1602
0.0061
248
3.1663
0.0061
249
3.1724
0.0061
250
3.1784
0.0060
251
3.1845
0.0060
252
3.1905
0.0060
253
3.1965
0.0060
254
3.2025
0.0060
255
3.2085
0.0060
256
3.2144
0.0060
257
3.2204
0.0060
258
3.2263
0.0059
259
3.2323
0.0059
260
3.2382
0.0059
261
3.2441
0.0059
262
3.2500
0.0059
263
3.2559
0.0059
264
3.2618
0.0059
265
3.2676
0.0059
266
3.2735
0.0059
267
3.2793
0.0058
268
3.2852
0.0058
269
3.2910
0.0058
270
3.2968
0.0058
271
3.3026
0.0058
272
3.3084
0.0058
273
3.3142
0.0058
274
3.3199
0.0058
275
3.3257
0.0058
276
3.3314
0.0057
277
3.3371
0.0057
278
3.3429
0.0057
279
3.3486
0.0057
280
3.3543
0.0057
281
3.3600
0.0057
282
3.3656
0.0057
283
3.3713
0.0057
284
3.3769
0.0057
285
3.3826
0.0056
286
3.3882
0.0056
287
3.3939
0.0056
288
3.3995
0.0056
---------------------------------------------------------------------
Unit
Unit
Unit
Effective
Period
Rainfall
Soil-Loss
Rainfall
(number)
(In)
(In)
(In)
---------------------------------------------------------------------
1
0.0056
0.0004
0.0052
2
0.0056
0.0004
0.0052
3
0.0056
0.0005
0.0052
4
0.0057
0.0005
0.0052
5
0.0057
0.0005
0.0052
6
0.0057
0.0005
0.0052
7
0.0057
0.0005
0.0053
8
0.0057
0.0005
0.0053
9
0.0057
0.0005
0.0053
10
0.0058
0.0005
0.0053
11
0.0058
0.0005
0.0053
12
0.0058
0.0005
0.0053
13
0.0058
0.0005
0.0053
14
0.0058
0.0005
0.0054
15
0.0058
0.0005
0.0054
16
0.0059
0.0005
0.0054
17
0.0059
0.0005
0.0054
18
0.0059
0.0005
0.0054
19
0.0059
0.0005
0.0054
20
0.0059
0.0005
0.0055
21
0.0059
0.0005
0.0055
22
0.0060
0.0005
0.0055
23
0.0060
0.0005
0.0055
24
0.0060
0.0005
0.0055
25
0.0060
0.0005
0.0055
26
0.0060
0.0005
0.0056
27
0.0061
0.0005
0.0056
28
0.0061
0.0005
0.0056
29
0.0061
0.0005
0.0056
30
0.0061
0.0005
0.0056
31
0.0061
0.0005
0.0056
32
0.0062
0.0005
0.0057
33
0.0062
0.0005
0.0051
34
0.0062
0.0005
0.0057
35
0.0062
0.0005
0.0057
36
0.0062
0.0005
0.0057
37
0.0063
0.0005
0.0058
38
0.0063
0.0005
0.0058
39
0.0063
0.0005
0.0058
40
0.0063
0.0005
0.0058
41
0.0063
0.0005
0.0058
42
0.0064
0.0005
0.0059
43
0.0064
0.0005
0.0059
44
0.0064
0.0005
0.0059
45
0.0064
0.0005
0.0059
46
0.0065
0.0005
0.0059
47
0.0065
0.0005
0.0060
48
0.0065
0.0005
0.0060
49
0.0065
0.0005
0.0060
50
0.0065
0.0005
0.0060
51
0.0066
0.0005
0.0061
52
0.0066
0.0005
0.0061
53
0.0066
0.0005
0.0061
54
0.0066
0.0005
0.0061
55
0.0067
0.0005
0.0061
56
0.0067
0.0005
0.0062
57
0.0067
0.0005
0.0062
58
0.0067
0.0005
0.0062
59
0.0068
0.0005
0.0062
60
0.0068
0.0005
0.0063
61
0.0068
0.0005
0.0063
62
0.0069
0.0005
0.0063
63
0.0069
0.0005
0.0063
64
0.0069
0.0006
0.0064
65
0.0069
0.0006
0.0064
66
0.0070
0.0006
0.0064
67
0.0070
0.0006
0.0064
68
0.0070
0.0006
0.0065
69
0.0071
0.0006
0.0065
70
0.0071
0.0006
0.0065
71
0.0071
0.0006
0.0066
72
0.0071
0.0006
0.0066
73
0.0072
0.0006
0.0066
74
0.0072
0.0006
0.0066
75
0.0073
0.0006
0.0067
76
0.0073
0.0006
0.0067
77
0.0073
0.0006
0.0067
78
0.0073
0.0006
0.0068
79
0.0074
0.0006
0.0068
80
0.0074
0.0006
0.0068
81
0.0075
0.0006
0.0069
82
0.0075
0.0006
0.0069
83
0.0075
0.0006
0.0069
84
0.0075
0.0006
0.0069
85
0.0076
0.0006
0.0070
86
0.0076
0.0006
0.0070
87
0.0077
0.0006
0.0071
88
0.0077
0.0006
0.0071
89
0.0078
0.0006
0.0071
90
0.0078
0.0006
0.007
91
0.0078
0.0006
0.0072
92
0.0079
0.0006
0.0072
93
0.0079
0.0006
0.0073
94
0.0079
0.0006
0.0073
95
0.0080
0.0006
0.0074
96
0.0080
0.0006
0.0074
97
0.0081
0.0006
0.0074
98
0.0081
0.0006
0.0075
99
0.0082
0.0007
0.0075
100
0.0082
0.0007
0.0076
101
0.0083
0.0007
0.0076
102
0.0083
0.0007
0.0076
103
0.0084
0.0007
0.0077
104
0.0084
0.0007
0.0077
105
0.0085
0.0007
0.0078
106
0.0085
0.0007
0.0078
107
0.0086
0.0007
0.0079
108
0.0086
0.0007
0.0079
109
0.0087
0.0007
0.0080
110
0.0087
0.0007
0.0080
111
0.0088
0.0007
0.0081
112
0.0088
0.0007
0.0081
113
0.0089
0.0007
0.0082
114
0.0089
0.0007
0.0082
115
0.0090
0.0007
0.0083
116
0.0091
0.0007
0.0083
117
0.0091
0.0007
0.0084
118
0.0092
0.0007
0.0085
119
0.0093
0.0007
0.0085
120
0.0093
0.0007
0.0086
121
0.0094
0.0008
0.0087
122
0.0095
0.0008
0.0087
123
0.0095
0.0008
0.0088
124
0.0096
0.0008
0.0088
125
0.0097
0.0008
0.0089
126
0.0097
0.0008
0.0090
127
0.0098
0.0008
0.0091
128
0.0099
0.0008
0.0091
129
0.0100
0.0008
0.0092
130
0.0101
0.0008
0.0093
131
0.0102
0.0008
0.0094
132
0.0102
0.0008
0.0094
133
0.0104
0.0008
0.0095
134
0.0104
0.0008
0.0096
135
0.0105
0.0008
0.0097
136
0.0106
0.0008
0.0098
137
0.0107
0.0009
0.0099
138
0.0108
0.0009
0.0099
139
0.0109
0.0009
0.0101
140
0.0110
0.0009
0.0101
141
0.0112
0.0009
0.0103
142
0.0112
0.0009
0.0104
143
0.0114
0.0009
0.0105
144
0.0115
0.0009
0.0106
145
0.0125
0.0010
0.0115
146
0.0126
0.0010
0.0116
147
0.0128
0.0010
0.0118
148
0.0129
0.0010
0.0119
149
0.0131
0.0010
0.0120
150
0.0132
0.0011
0.0121
151
0.0134
0.0011
0.0123
152
0.0135
0.0011
0.0124
153
0.0137
0.0011
0.0126
154
0.0138
0.0011
0.0127
155
0.0141
0.0011
0.0129
156
0.0142
0.0011
0.0131
157
0.0145
0.0011
0.0133
158
0.0146
0.0011
0.0135
159
0.0149
0.0011
0.0137
160
0.0150
0.0011
0.0139
161
0.0153
0.0011
0.0142
162
0.0155
0.0011
0.0143
163
0.0158
0.0011
0.0147
164
0.0160
0.0011
0.0149
165
0.0164
0.0011
0.0152
166
0.0166
0.0011
0.0154
167
0.0170
0.0011
0.0158
168
0.0172
0.0011
0.0161
169
0.0178
0.0011
0.0167
170
0.0180
0.0011
0.0169
171
0.0186
0.0011
0.0174
172
0.0189
0.0011
0.0177
173
0.0195
0.0011
0.0183
174
0.0198
0.0011
0.0187
175
0.0205
0.0011
0.0194
176
0.0209
0.0011
0.0198
177
0.0217
0.0011
0.0206
178
0.0222
0.0011
0.0211
179
0.0232
0.0011
0.0221
180
0.0238
0.0011
0.0227
181
0.0251
0.0011
0.0239
182
0.0258
0.0011
0.0247
183
0.0275
0.0011
0.0263
184
0.0284
0.0011
0.0273
185
0.0240
0.0011
0.0228
186
0.0253
0.0011
0.0242
187
0.0287
0.0011
0.0276
188
0.0310
0.0011
0.0298
189
0.0373
0.0011
0.0362
190
0.0421
0.0011
0.0410
191
0.0602
0.0011
0.0591
192
0.0828
0.0011
0.0817
193
0.2592
0.0011
0.2581
194
0.0491
0.0011
0.0479
195
0.0338
0.0011
0.0326
196
0.0269
0.0011
0.0257
197
0.0295
0.0011
0.0284
198
0.0266
0.0011
0.0255
199
0.0244
0.0011
0.0233
200
0.0227
0.0011
0.0216
201
0.0213
0.0011
0.0202
202
0.0201
0.0011
0.0190
203
0.0192
0.0011
0.0180
204
0.0183
0.0011
0.0172
205
0.0174
0.0011
0.0163
206
0.0168
0.0011
0.0156
207
0.0162
0.0011
0.0150
208
0.0156
0.0011
0.0145
209
0.0152
0.0011
0.0140
210
0.0147
0.0011
0.0136
211
0.0143
0.0011
0.0132
212
0.0140
0.0011
0.0128
213
0.0136
0.0011
0.0125
214
0.0133
0.0011
0.0122
215
0.0130
0.0010
0.0120
216
0.0127
0.0010
0.0117
217
0.0116
0.0009
0.0106
218
0.0113
0.0009
0.0104
219
0.0111
0.0009
0.0102
220
0.0109
0.0009
0.0100
221
0.0107
0.0009
0.0098
222
0.0105
0.0008
0.0096
223
0.0103
0.0008
0.0095
224
0.0101
0.0008
0.0093
225
0.0100
0.0008
0.0092
226
0.0098
0.0008
0.0090
227
0.0096
0.0008
0.0089
228
0.0095
0.0008
0.0087
229
0.0094
0.0007
0.0086
230
0.0092
0.0007
0.0085
231
0.0091
0.0007
0.0084
232
0.0090
0.0007
0.0083
233
0.0089
0.0007
0.0082
234
0.0087
0.0007
0.0080
235
0.0086
0.0007
0.0079
236
0.0085
0.0007
0.0079
237
0.0084
0.0007
0.0078
238
0.0083
0.0007
0.0077
239
0.0082
0.0007
0.0076
240
0.0081
0.0006
0.0075
241
0.0081
0.0006
0.0074
242
0.0080
0.0006
0.0073
243
0.0079
0.0006
0.0073
244
0.0078
0.0006
0.0072
245
0.0077
0.0006
0.0071
246
0.0076
0.0006
0.0070
247
0.0076
0.0006
0.0070
248
0.0075
0.0006
0.0069
249
0.0074
0.0006
0.0068
250
0.0074
0.0006
0.0068
251
0.0073
0.0006
0.0067
252
0.0072
0.0006
0.0067
253
0.0072
0.0006
0.0066
254
0.0071
0.0006
0.0065
255
0.0070
0.0006
0.0065
256
0.0070
0.0006
0.0064
257
0.0069
0.0006
0.0064
258
0.0069
0.0005
0.0063
259
0.0068
0.0005
0.0063
260
0.0068
0.0005
0.0062
261
0.0067
0.0005
0.0062
262
0.0067
0.0005
0.0061
263
0.0066
0.0005
0.0061
264
0.0066
0.0005
0.0060
265
0.0065
0.0005
0.0060
266
0.0065
0.0005
0.0060
267
0.0064
0.0005
0.0059
268
0.0064
0.0005
0.0059
269
0.0063
0.0005
0.0058
270
0.0063
0.0005
0.0058
271
0.0062
0.0005
0.0057
272
0.0062
0.0005
0.0057
273
0.0062
0.0005
0.0057
274
0.0061
0.0005
0.0056
275
0.0061
0.0005
0.0056
276
0.0060
0.0005
0.0056
277
0.0060
0.0005
0.0055
278
0.0060
0.0005
0.0055
279
0.0059
0.0005
0.0055
280
0.0059
0.0005
0.0054
281
0.0059
0.0005
0.0054
282
0.0058
0.0005
0.0054
283
0.0058
0.0005
0.0053
284
0.0058
0.0005
0.0053
285
0.0057
0.0005
0.0053
286
0.0057
0.0005
0.0052
287
0.0057
0.0005
0.0052
288
0.0056
0.0004
0.0052
--------------------------------------------------------------------
Total soil rain loss = 0.21(In)
Total effective rainfall 3.19(In)
Peak flow rate in flood hydrograph = 175.21(CFS)
---------------------------------------------------------------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24 - H
O U
R S T O R M
R u
n o f f
H y d r o g r a p h
--------------------------------------------------------------------
Hydrograph in
5
Minute intervals ((CFS))
--------------------------------------------------------------------
Time(h+m)
Volume Ac.Ft
Q(CFS)
0
50.0 100.0 150.0 200.0
-----------------------------------------------------------------------
0+ 5
0.0015
0.22
Q
0+10
0.0110
1.37
Q
0+15
0.0351
3.51
Q
0+20
0.0752
5.82
VQ
0+25
0.1237
7.03
VQ
0+30
0...1758
7.57
VQ
0+35
0.2296
7.80
VQ
0+40
0.2839
7.89
VQ
0+45
0.3387
7.96
VQ
0+50
0.3939
8.02
VQ
0+55
0.4493
8.04
VQ
1+ 0
0.5048
8.06
VQ
1+ 5
0.5605
8.09
VQ
1+10
0.6164
8.11
VQ
1+15
0.6724
8.13
VQ
1+20
0.7286
8.16
VQ
1+25
0.7849
8.18
VQ
1+30
0.8414
8.21
IQ
1+35
0.8981
8.23
IQ
1+40
0.9550
8.25
IQ
1+45
1.0120
8.28
IQ
1+50
1.0692
8.30
IQ
1+55
1.1265
8.33
IQ
2+ 0
1.1841
8.36
IQ
2+ 5
1.2418
8.38
IQ
2+10
1.2997
8.41
IQ
2+15
1.3578
8.43
IQ
2+20
1.4160
8.46
IQ
2+25
1.4745
8.49
IQ
2+30
1.5331
8.51
IQ
2+35
1.5919
8.54
IQ
2+40
1.6509
8.57
IQ
2+45
1.7101
8.59
IQV
2+50
1.7695
8.62
IQV
2+55
1.8291
8.65
IQV
3+ 0
1.8888
8.68
IQV
3+ 5
1.9488
8.71
IQV
3+10
2.0090
8.74
IQV
3+15
2.0694
8.77
IQV
3+20
2.1299
8.80
IQV
3+25
2.1907
8.83
IQV
3+30
2.2517
8.86
IQV
3+35
2.3129
8.89
IQV
3+40
2.3743
8.92
IQV
3+45
2.4359
8.95
IQV
3+50
2.4978
8.98
IQV
3+55
2.5598
9.01
IQ V
4+ 0
2.6221
9.04
IQ V
4+ 5
2.6846
9.07
IQ V
4+10
2.7473
9.11
IQ V
4+15
2.8103
9.14
IQ V
4+20
2.8734
9.17
IQ V
4+25
2.9369
9.21
IQ V
4+30
3.0005
9.24
IQ V
4+35
3.0644
9.28
IQ V
4+40
3.1285
9.31
IQ V
4+45
3.1929
9.35
IQ V
4+50
3.2575
9.38
IQ V
4+55
3.3224
9.42
IQ V
5+ 0
3.3875
9.45
IQ V
5+ 5
3.4528
9.49
IQ V
5+10
3.5184
9.53
IQ V
5+15
31.5843
9.57
IQ V
5+20
3.6505
9.60
IQ V
5+25
3.7169
9.64
IQ V
5+30
3.7835
9.68
IQ V
5+35
3.8505
9.72
IQ V
5+40
3.9177
9.76
IQ V
5+45
3.9852
9.80
IQ V
5+50
4.0530
9.84
IQ V
5+55
4.1211
9.88
IQ V
6+ 0
4.1894
9.93
IQ V
6+ 5
4.2581
9.97
IQ
V
6+10
4.3270
10.01
Q
V
6+15
4.3962
10.05
Q
V
6+20
4.4658
10.10
Q
V
6+25
4.5356
10.14
I Q
V
6+30
4.6058
10.19
Q
V
6+35
4.6763
10.23
I Q
V
6+40
4.7471
10.28
I Q
V
6+45
4.8182
10.33
I Q
V
6+50
4.8896
10.37
I Q
V
6+55
4.9614
10.42
I Q
V
7+ 0
5.0335
10.47
I Q
V
7+ 5
5.1060
10.52
Q
V
7+10
5.1788
10.57
I Q
V
7+15
5.2520
10.62
I Q
V
7+20
5.3255
10.67
I Q
V
7+25
5.3993
10.73
I Q
V
7+30
5.4736
10.78
I Q
V
7+35
5.5482
10.83
I Q
V
7+40
5.6232
10.89
I Q
V
7+45
5.6986
10.94
I Q
V
7+50
5.7743
11.00
I Q
V
7+55
5.8505
11.06
I Q
V
8+ 0
5.9270
11.12
I Q
V
8+ 5
6.0040
11.17
I Q
V
8+10
6.0814
11.23
I Q
V
8+15
6.1591
11.30
I Q
V
8+20
6.2374
11.36
I Q
V
8+25
6.3160
11.42
I Q
V
8+30
6.3951
11.48
( Q
V
8+35
6.4746
11.55
I Q
V
8+40
6.5546
11.62
I Q
V
8+45
6.6351
11.68
I Q
V
8+50
6.7160
11.75
I Q
V
8+55
6.7974
11.82
I Q
V
9+ 0
6.8793
11.89
I Q
V
9+ 5
6.9617
11.96
I Q
V
9+10
7.0446
12.04
I Q
V
9+15
7.1280
12.11
I Q
V
9+20
7.2119
12.19
I Q
V
9+25
7.2964
12.26
I Q
V
9+30
7.3814
12.34
I Q
V
9+35
7.4669
12.42
I Q
V
9+40
7.5530
12.50
I Q
VI
9+45
7.6397
12.59
I Q
VI
9+50
7.7270
12.67
I Q
VI
9+55
7.8148
12.76
I Q
VI
10+ 0
7...9033
12.85
I Q
VI
10+ 5
7.9924
12.94
I Q
VI
10+10
8.0821
13.03
I Q
VI
10+15
8.1725
13.12
I Q
VI
10+20
8.2635
13.22
I Q
VI
10+25
8.3552
13.32
I Q
VI
10+30
8.4476
13.42
I Q
V
10+35
8.5407
13.52
I Q
V
10+40
8.6346
13.62
I Q
V
10+45
8.7291
13.73
Q
V
10+50
8.8244
13.84
I Q
V
10+55
8.9205
13.95
I Q
V
11+ 0
9.0174
14.07
I Q
V
11+ 5
9.1151
14.18
I Q
V
11+10
9.2136
14.30
I Q
V
11+15
9.3130
14.43
I Q
IV
11+20
9.4132
14.55
I Q
IV
11+25
9.5143
14.68
I Q
IV
11+30
9.6164
14.82
I Q
IV
11+35
9.7194
14.95
I Q
IV
11+40
9.8233
15.10
I Q
IV
11+45
9.9283
15.24
1 Q
IV
11+50
10.0343
15.39
I Q
IV
11+55
10.1413
15.54
I Q
I V
12+ 0
10.2494
15.70
I Q
I V
12+ 5
10.3589
15.89
I Q
I V
12+10
10.4708
16.25
I Q
I V
12+15
10.5861
16.75
I Q
I V
12+20
10.7053
17.30
I Q
I V
12+25
10.8270
17.67
I Q
I V
12+30
10.9505
17.94
I Q
I V
12+35
11.0757
18.17
I Q
I V
12+40
11.2023
18.39
I Q
I V
12+45
11.3304
18.60
I Q
I V
12+50
11.4601
18.83
I Q
I V
12+55
11.5913
19.05
I Q
I V
13+ 0
11.7241
19.29
I Q
I V
13+ 5
11.8586
19.53
I Q
I V
13+10
11.9949
19.79
I Q
I V
13+15
12.1330
20.06
I Q
I V
13+20
12.2732
20.35
I Q
I V
13+25
12.4154
20.66
I Q
I V
13+30
12.5600
20.98
I Q
I V
13+35
12.7068
21.32
I Q
I V
13+40
12.8561
21.68
I Q
I V
13+45
13.0079
22.04
I Q
I V
13+50
13.1624
22.44
I Q
I V
13+55
13.3197
22.64
I Q
I V
14+ 0
13.4800
23.28
I Q
I V
14+ 5
13.6435
23.74
I Q
I V
14+10
13.8106
24.26
I Q
I V
14+15
13.9815
24.82
I Q
I V
14+20
14.1567
25.44
I Q
I V
14+25
14.3361
26.04
I Q
I V
14+30
14.5198
26.68
I Q
I V
14+35
14.7081
27.34
I Q
I V
14+40
14.9014
28.07
I Q
I V
14+45
15.1000
28.83
I Q
I V
14+50
15.3044
29.68
I Q
I V
14+55
15.5150
30.58
I Q
I V
15+ 0
15.7325
31.58
I Q
I V
15+ 5
15.9575
32.67
I Q
I VI
15+10
16.1909
33.90
I Q
I VI
15+15
16.4337
35.25
I Q
I VI
15+20
16.6872
36.80
I Q
I VI
15+25
16.9506
38.26
I Q
I V
15+30
17.2178
38.80
I Q
I V
15+35
17.4820
38.35
Q V
15+40
17.7452
38.22
I
Q IV
15+45
18.0218
40.17
Q I IV
15+50
18.3261
44.18
I
Q I IV
15+55
18.6733
50.42
I
Q I V
16+ 0
19.0943
61.12
I
Q I V
16+ 5
19.6798
85.02
I
I Q I V
16+10
20.6092
134.94
I
I I V
Q I
16+15
21.8159
175.21
I
I I
V I Q
16+20
22.9909
170.61
I
I
V I Q
16+25
23.7697
113.09
I I Q
V I
16+30
24.2825
74.46
I
I Q I
V I
16+35
24.6582
54.54
I
Q I
VI
16+40
24.9666
44.78
I
Q I I
VI
16+45
25.2482
40.90
I
Q I I
V
16+50
25.5031
37.00
I
Q I I
V
16+55
25.7305
33.02
I Q
I I
V
17+ 0
25.9425
30.79
I Q
I I
V
17+ 5
26.1423
29.00
I Q
I
IV
17+10
26.3314
27.47
I Q
I I
IV
17+15
26.5111
26.08
I Q
I I
IV
17+20
26.6823
24.87
I Q
I I
IV
17+25
26.8464
23.82
I Q
I I
I V
17+30
27.0041
22.91
I Q
I I
I V
17+35
27.1563
22.09
I Q
I I
I V
17+40
27.3033
21.35
I Q
I I
I V
17+45
27.4458
20.69
I Q
I I
I V
17+50
27.5842
20.09
I Q
I
I V
17+55
27.7189
19.56
I Q
I I
I V
18+ 0
27.8502
19.07
I Q
I I
I V
18+ 5
27.9782
18.59
I Q
I I
V
18+10
28.1021
17.99
I Q
I I
I V
18+15
28.2210
17.26
Q
I I
I V
18+20
28.3349
16.53
I Q
I I
I V
18+25
28.4451
16.00
I Q
I I
I V
18+30
28.5526
15.60
I Q
I I
I V
18+35
28.6577
15.27
I Q
I I
I V
18+40
28.7608
14.97
I Q
I I
I V
18+45
28.8620
14.69
I Q
I I
I V
18+50
28.9614
14.43
I Q
I I
I V
18+55
29.0590
14.18
I Q
I I
I V
19+ 0
29.1551
13.95
I Q
I I
I V
19+ 5
29.2497
13.73
I Q
I I
I V
19+10
29.3428
13.52
I Q
I I
I V
19+15
29.4345
13.32
I Q
I I
I V
19+20
29.5249
13.12
I Q
I I
I V
19+25
29.6140
12.94
I Q
I I
I V
19+30
297018
12.76
I Q
I I
I V I
19+35
29.7885
12.59
I Q
I I
I V
19+40
29.8740
12.42
I Q
I I
i V
19+45
29.9585
12.26
I Q
I
I V
19+50
30.0419
12.11
I Q
I I
I V
19+55
30.1243
11.96
I Q
I I
I V
20+ 0
30.2057
11.82
I Q
I
I V
20+ 5
30.2861
11.68
I Q
I I
I V
20+10
30.3656
11.55
I Q
I I
I V
20+15
30.4443
11.42
Q
I V
20+20
30.5221
11.29
Q
V
20+25
30.5990
11.17
I Q
V
20+30
30.6751
11.06
I Q
I I V
20+35
30.7505
10.94
I Q I
V
20+40
30.8251
10.83
I Q
I V
20+45
30.8990
10.72
I Q
I I V
20+50
30.9721
10.62
I Q I
I V
20+55
31.0446
10.52
I Q I
I V
21+ 0
31.1163
10.42
I Q
I I V
21+ 5
31.1874
10.33
I Q I
V
21+10
31.2579
10.23
I Q
V
21+15
31.3278
10.14
I Q
V
21+20
31.3970
10.05
Q
I V
21+25
31.4656
9.97
IQ I
I I V I
21+30
31.5337
9.88
IQ
I I V I
21+35
31.6012
9.80
IQ I
I I V I
21+40
31.6681
9.72
IQ I
I I V I
21+45
31.7345
9.64
IQ I
I I V I
21+50
31.8004
9.56
IQ I
I I V I
21+55
31.8657
9.49
IQ I
I I V I
22+ 0
31.9306
9.42
IQ I
I I V I
22+ 5
31.9949
9.34
IQ I
I I V I
22+10
32.0588
9.27
IQ I
I I V I
22+15
32.1222
9.21
IQ I
I I V I
22+20
32.1851
9.14
IQ I
I I V I
22+25
32.2476
9.07
IQ I
I I V I
22+30
32.3097
9.01
IQ I
I I V I
22+35
32.3713
8.95
IQ I
I I V I
22+40
32.4325
8.88
IQ I
I I V I
22+45
32.4933
8.82
IQ I
I I V I
22+50
32.5536
8.76
IQ I
I I V I
22+55
32.6136
8.71
IQ I
I I V I
23+ 0
32.6731
8.65
IQ I
I I V I
23+ 5
32.7323
8.59
IQ I
I I VI
23+10
32.7911
8.54
IQ I
I I VI
23+15
32.8496
8.48
IQ I
I I VI
23+20
32.9076
8.43
IQ I
I I VI
23+25
32.9653
8.38
IQ
I I VI
23+30
33.0227
8.33
IQ I
I I VI
23+35
33.0797
8.28
IQ I
I I VI
23+40
33.1364
8.23
IQ I
I I VI
23+45
33.1927
8.18
IQ I
I I VI
23+50
33.2487
8.13
IQ I
I I VI
23+55
33.3044
8.09
IQ I
I I VI
24+ 0
33.3598
8.04
IQ I
I I VI
24+ 5
33.4134
7.78
IQ I
I I VI
24+10
33.4587
6.58
IQ I
I I VI
24+15
33,,.4891
4.41
Q I
I I VI
24+20
33.5035
2.09
Q I
I I VI
24+25
33.5096
0.89
Q I
I I VI
24+30
33.5121
0.36
Q I
I I VI
24+35
33.5131
0.15
Q I
I I VI
24+40
33.5137
0.09
Q I
I I VI
24+45
-----------------------------------------------------------------------
33.5139
0.03
Q I
I I VI
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0
Study date 07/06/04
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
------------------------------------------------------------------------
San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Allard Engineering, Fontana, California - SIN 643
---------------------------------------------------------------------
JUNIPER STORM DRAIN
10 YEAR STORM EVENT, AMC III
DEVELOPED CONDITION
FILE NAME: JUNIPERDI0
--------------------------------------------------------------------
Storm Event Year = 10
Antecedent Moisture Condition = 3
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
Area averaged rainfall intensity isohyetal data:
Sub -Area
Duration
Isohyetal
(Ac.)
(hours)
(In)
Rainfall
data for
year
10
130.20
1
1.04
--------------------------------------------------------------------
Rainfall
data for
year
2
130.20
6
1.76
--------------------------------------------------------------------
Rainfall
data for
year
2
130.20
24
3.40
--------------------------------------------------------------------
Rainfall
data for
year
100
130.20
1
1.52
--------------------------------------------------------------------
Rainfall
data for
year
100
130.20
6
3.90
--------------------------------------------------------------------
Rainfall
data for
year
100
--------------------------------------------------------------------
130.20
24
9.30
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
******** Area -averaged max loss rate, Fm ********
SCS curve
SCS curve
Area
Area
Fp(Fig C6)
Ap
Fm
No.(AMCII)
NO.(AMC 3)
(Ac.)
Fraction
(In/Hr)
(dec.)
(In/Hr)
56.0
75.8
9.21
0.071
0.440
0.400
0.176
98.0
99.6
120.99
0.929
0.008
0.100
0.001
Area -averaged adjusted loss rate Fm (In/Hr) = 0.013
********* Area -Averaged low loss rate fraction, Yb **********
Area
Area
SCS CN
SCS CN
S
Pervious
(Ac.)
Fract
(AMC2)
(AMC3)
1 -hour factor =
Yield Fr
3.68
0.028
56.0
75.8
3.19
0.551
5.53
0.042
98.0
98.0
0.20
0.959
12.10
0.093
98.0
99.6
0.04
0.992
108.89
0.836
98.0
98.0
0.20
0.959
Area -averaged catchment yield fraction, Y = 0.951
Area -averaged low loss fraction, Yb = 0.049
Direct entry of lag time by user
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Watershed area = 130.20(Ac.)
Catchment Lag time = 0.214 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 38.9590
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.013(In/Hr)
Average low loss rate fraction (Yb) = 0.049 (decimal)
VALLEY DEVELOPED S -Graph Selected
Computed peak 5 -minute rainfall = 0.385(In)
Computed peak 30 -minute rainfall = 0.788(In)
Specified peak 1 -hour rainfall = 1.040(In)
Computed peak 3 -hour rainfall = 1.841(In)
Specified peak 6 -hour rainfall = 2.640(In)
Specified peak 24-hour rainfall = 5.827(In)
Rainfall depth area reduction factors:
Using a total area of 130.20(Ac.) (Ref: fig. E-4)
5 -minute factor
= 0.994
Adjusted
rainfall =
0.383(In)
30 -minute factor
= 0.994
Adjusted
rainfall =
0.783(In)
1 -hour factor =
0.994
Adjusted
rainfall =
1.034(In)
3 -hour factor =
0.999
Adjusted
rainfall =
1.840(In)
6 -hour factor =
1.000
Adjusted
rainfall =
2.639(In)
24-hour factor =
---------------------------------------------------------------------
1.000
Adjusted
rainfall =
5.826(In)
U n i t H y d r o g r a p h
..........++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
---------------------------------------------------------------------
(K = 1574.61 (CFS))
1
2.908
45.790
2
18.608
247.215
3
47.341
452.424
4
76.113
453.054
5
90.254
222.658
6
96.204
93.697
7
98.343
33.677
8
99.059
11.282
9
100.000
5.641
-----------------------------------------------
Peak Unit
Adjusted mass rainfall
- --------------------
Unit rainfall
Number
(In)
(In)
1
0.3826
0.3826
2
0.5048
0.1222
3
0.5937
0.0889
4
0.6661
0.0724
5
0.7283
0.0622
6
0.7834
0.0551
7
0.8332
0.0498
8
0.8789
0.0457
9
0.9213
0.0424
10
0.9610
0.0397
11
0.9983
0.0373
12
1.0337
0.0354
13
1.0780
0.0444
14
1.1208
0.0428
15
1.1621
0.0413
16
1.2021
0.0400
17
1.2410
0.0389
18
1.2788
0.0378
19
1.3156
0.0368
20
1.3515
0.0359
21
1.3866
0.0351
22
1.4208
0.0343
23
1.4544
0.0335
24
1.4872
0.0329
25
1.5194
0.0322
26
1.5510
0.0316
27
1.5821
0.0310
28
1.6126
0.0305
29
1.6425
0.0300
30
1.6720
0.0295
31
1.7010
0.0290
32
1.7296
0.0286
33
1.7578
0.0282
34
1.7855
0.0278
35
1.8129
0.0274
36
1.8399
0.0270
37
1.8664
0.0264
38
1.8924
0.0261
39
1.9182
0.0258
40
1.9437
0.0254
41
1.9688
0.0251
42
1.9936
0.0249
43
2.0182
0.0246
44
2.0425
0.0243
45
2.0665
0.0240
46
2.0903
0.0238
47
2.1139
0.0235
48
2.1371
0.0233
49
2.1602
0.0231
50
2.1830
0.0228
51
2.2057
0.0226
52
2.2281
0.0224
53
2.2503
0.0222
54
2.2723
0.0220
55
2.2941
0.0218
56
2.3157
0.0216
57
2.3371
0.0214
58
2.3584
0.0213
59
2.3795
0.0211
60
2.4004
0.0209
61
2.4211
0.0207
62
2.4417
0.0206
63
2.4621
0.0204
64
2.4824
0.0203
65
2.5025
0.0201
66
2.5225
0.0200
67
2.5423
0.0198
68
2.5620
0.0197
69
2.5815
0.0195
70
2.6009
0.0194
71
2.6202
0.0193
72
2.6393
0.0191
73
2.6602
0.0209
74
2.6810
0.0208
75
2.7016
0.0206
76
2.7221
0.0205
77
2.7425
0.0204
78
2.7628
0.0203
79
2.7830
0.0202
80
2.8031
0.0201
81
2.8230
0.0200
82
2.8429
0.0199
83
2.8626
0.0198
84
2.8823
0.0197
85
2.9018
0.0196
86
2.9213
0.0195
87
2.9406
0.0194
88
2.9599
0.0193
89
2.9791
0.0192
90
2.9981
0.0191
91
3.0171
0.0190
92
3.0360
0.0189
93
3.0548
0.0188
94
3.0735
0.0187
95
3.0922
0.0186
96
3.1107
0.0186
97
3.1292
0.0185
98
3.1476
0.0184
99
3.1659
0.0183
100
3.1841
0.0182
101
3.2023
0.0181
102
3.2203
0.0181
103
3.2383
0.0180
104
3.2562
0.0179
105
3.2741
0.0178
106
3.2919
0.0178
107
3.3096
0.0177
108
3.3272
0.0176
109
3.3448
0.0176
110
3.3623
0.0175
111
3.3797
0.0174
112
3.3970
0.0174
113
3.4143
0.0173
114
3.4316
0.0172
115
3.4487
0.0172
116
3.4658
0.0171
117
3.4829
0.0170
118
3.4998
0.0170
119
3.5167
0.0169
120
3.5336
0.0169
121
3.5504
0.0168
122
3.5671
0.0167
123
3.5838
0.0167
124
3.6004
0.0166
125
3.6170
0.0166
126
3.6335
0.0165
127
3.6499
0.0164
128
3.6663
0.0164
129
3.6826
0.0163
130
3.6989
0.0163
131
3.7151
0.0162
132
3.7313
0.0162
133
3.7474
0.0161
134
3.7635
0.0161
135
3.7795
0.0160
136
3.7955
0.0160
137
3.8114
0.0159
138
3.8273
0.0159
139
3.8431
0.0158
140
3.8588
0.0158
141
3.8746
0.0157
142
3.8902
0.0157
143
3.9059
0.0156
144
3.9214
0.0156
145
3.9370
0.0155
146
3.9525
0.0155
147
3.9679
0.0154
148
3.9833
0.0154
149
3.9987
0.0154
150
4.0140
0.0153
151
4.0292
0.0153
152
4.0444
0.0152
153
4.0596
0.0152
154
4.0748
0.0151
155
4.0898
0.0151
156
4.1049
0.0151
157
4.1199
0.0150
158
4.1349
0.0150
159
4.1498
0.0149
160
4.1647
0.0149
161
4.1795
0.0148
162
4.1944
0.0148
163
4.2091
0.0148
164
4.2239
0.0147
165
4.2385
0.0147
166
4.2532
0.0147
167
4.2678
0.0146
168
4.2824
0.0146
169
4.2969
0.0145
170
4.3114
0.0145
171
4.3259
0.0145
172
4.3403
0.0144
173
4.3547
0.0144
174
4.3691
0.0144
175
4.3834
0.0143
176
4.3977
0.0143
177
4.4120
0.0143
178
4.4262
0.0142
179
4.4404
0.0142
180
4.4545
0.0142
181
4.4687
0.0141
182
4.4827
0.0141
183
4.4968
0.0141
184
4.5108
0.0140
185
4.5248
0.0140
186
4.5388
0.0140
187
4.5527
0.0139
188
4.5666
0.0139
189
4.5804
0.0139
190
4.5943
0.0138
191
4.6080
0.0138
192
4.6218
0.0138
193
4.6355
0.0137
194
4.6493
0.0137
195
4.6629
0.0137
196
4.6766
0.0136
197
4.6902
0.0136
198
4.7038
0.0136
199
4.7173
0.0136
200
4.7309
0.0135
201
4.7443
0.0135
202
4.7578
0.0135
203
4.7713
0.0134
204
4.7847
0.0134
205
4.7980
0.0134
206
4.8114
0.0134
207
4.8247
0.0133
208
4.8380
0.0133
209
4.8513
0.0133
210
4.8646
0.0132
211
4.8778
0.0132
212
4.8910
0.0132
213
4.9041
0.0132
214
4.9173
0.0131
215
4.9304
0.0131
216
4.9435
0.0131
217
4.9565
0.0131
218
4.9696
0.0130
219
4.9826
0.0130
220
4.9955
0.0130
221
5.0085
0.0130
222
5.0214
0.0129
223
5.0343
0.0129
224
5.0472
0.0129
225
5.0601
0.0129
226
5.0729
0.0128
227
5.0857
0.0128
228
5.0985
0.0128
229
5.1113
0.0128
230
5.1240
0.0127
231
5.1367
0.0127
232
5.1494
0.0127
233
5.1621
0.0127
234
5.1747
0.0126
235
5.1873
0.0126
236
5.1999
0.0126
237
5.2125
0.0126
238
5.2251
0.0126
239
5.2376
0.0125
240
5.2501
0.0125
241
5.2626
0.0125
242
5.2751
0.0125
243
5.2875
0.0124
244
5.2999
0.0124
245
5.3123
0.0124
246
5.3247
0.0124
247
5.3370
0.0124
248
5.3494
0.0123
249
5.3617
0.0123
250
5.3740
0.0123
251
5.3862
0.0123
252
5.3985
0.0122
253
5.4107
0.0122
254
5.4229
0.0122
255
5.4351
0.0122
256
5.4473
0.0122
257
5.4594
0.0121
258
5.4715
0.0121
259
5.4836
0.0121
260
5.4957
0.0121
261
5.5078
0.0121
262
5.5198
0.0120
263
5.5319
0.0120
264
5.5439
0.0120
265
5.5558
0.0120
266
5.5678
0.0120
267
5.5798
0.0119
268
5.5917
0.0119
269
5.6036
0.0119
270
5.6155
0.0119
271
5.6274
0.0119
272
5.6392
0.0119
273
5.6510
0.0118
274
5.6629
0.0118
275
5.6746
0.0118
276
5.6864
0.0118
277
5.6982
0.0118
278
5.7099
0.0117
279
5.7216
0.0117
280
5.7334
0.0117
281
5.7450
0.0117
282
5.7567
0.0117
283
5.7684
0.0117
284
5.7800
0.0116
285
5.7916
0.0116
286
5.8032
0.0116
287
5.8148
0.0116
288
5.8264
0.0116
---------------------------------------------------------------------
Unit
Unit
Unit
Effective
Period
Rainfall
Soil-Loss
Rainfall
(number)
(In)
(In)
(In)
---------------------------------------------------------------------
1
0.0116
0.0006
0.0110
2
0.0116
0.0006
0.0110
3
0.0116
0.0006
0.0110
4
0.0116
0.0006
0.0111
5
0.0117
0.0006
0.0111
6
0.0117
0.0006
0.0111
7
0.0117
0.0006
0.0111
8
0.0117
0.0006
0.0112
9
0.0118
0.0006
0.0112
10
0.0118
0.0006
0.0112
11
0.0118
0.0006
0.0112
12
0.0119
0.0006
0.0113
13
0.0119
0.0006
0.0113
14
0.0119
0.0006
0.0113
15
0.0119
0.0006
0.0114
16
0.0120
0.0006
0.0114
17
0.0120
0.0006
0.0114
18
0.0120
0.0006
0.0114
19
0.0121
0.0006
0.0115
20
0.0121
0.0006
0.0115
21
0.0121
0.0006
0.0115
22
0.0121
0.0006
0.0115
23
0.0122
0.0006
0.0116
24
0.0122
0.0006
0.0116
25
0.0122
0.0006
0.0116
26
0.0123
0.0006
0.0117
27
0.0123
0.0006
0.0117
28
0.0123
0.0006
0.0117
29
0.0124
0.0006
0.0118
30
0.0124
0.0006
0.0118
31
0.0124
0.0006
0.0118
32
0.0125
0.0006
0.0118
33
0.0125
0.0006
0.0119
34
0.0125
0.0006
0.0119
35
0.0126
0.0006
0.0120
36
0.0126
0.0006
0.0120
37
0.0126
0.0006
0.0120
38
0.0127
0.0006
0.0120
39
0.0127
0.0006
0.0121
40
0.0127
0.0006
0.0121
41
0.0128
0.0006
0.0122
42
0.0128
0.0006
0.0122
43
0.0129
0.0006
0.0122
44
0.0129
0.0006
0.0122
45
0.0129
0.0006
0.0123
46
0.0130
0.0006
0.0123
47
0.0130
0.0006
0.0124
48
0.0130
0.0006
0.0124
49
0.0131
0.0006
0.0124
50
0.0131
0.0006
0.0125
51
0.0132
0.0006
0.0125
52
0.0132
0.0007
0.0125
53
0.0132
0.0007
0.0126
54
0.0133
0.0007
0.0126
55
0.0133
0.0007
0.0127
56
0.0134
0.0007
0.0127
57
0.0134
0.0007
0.0127
58
0.0134
0.0007
0.0128
59
0.0135
0.0007
0.0128
60
0.0135
0.0007
0.0129
61
0.0136
0.0007
0.0129
62
0.0136
0.0007
0.0129
63
0.0137
0.0007
0.0130
64
0.0137
0.0007
0.0130
65
0.0138
0.0007
0.0131
66
0.0138
0.0007
0.0131
67
0.0139
0.0007
0.0132
68
0.0139
0.0007
0.0132
69
0.0140
0.0007
0.0133
70
0.0140
0.0007
0.0133
71
0.0141
0.0007
0.0134
72
0.0141
0.0007
0.0134
73
0.0142
0.0007
0.0135
74
0.0142
0.0007
0.0135
75
0.0143
0.0007
0.0136
76
0.0143
0.0007
0.0136
77
0.0144
0.0007
0.0137
78
0.0144
0.0007
0.0137
79
0.0145
0.0007
0.0138
80
0.0145
0.0007
0.0138
81
0.0146
0.0007
0.0139
82
0.0146
0.0007
0.0139
83
0.0147
0.0007
0.0140
84
0.0147
0.0007
0.0140
85
0.0148
0.0007
0.0141
86
0.0148
0.0007
0.0141
87
0.0149
0.0007
0.0142
88
0.0150
0.0007
0.0142
89
0.0151
0.0007
0.0143
90
0.0151
0.0007
0.0143
91
0.0152
0.0007
0.0144
92
0.0152
0.0008
0.0145
93
0.0153
0.0008
0.0146
94
0.0154
0.0008
0.0146
95
0.0154
0.0008
0.0147
96
0.0155
0.0008
0.0147
97
0.0156
0.0008
0.0148
98
0.0156
0.0008
0.0149
99
0.0157
0.0008
0.0149
100
0.0158
0.0008
0.0150
101
0.0159
0.0008
0.0151
102
0.0159
0.0008
0.0151
103
0.0160
0.0008
0.0152
104
0.0161
0.0008
0.0153
105
0.0162
0.0008
0.0154
106
0.0162
0.0008
0.0154
107
0.0163
0.0008
0.0155
108
0.0164
0.0008
0.0156
109
0.0165
0.0008
0.0157
110
0.0166
0.0008
0.0157
111
0.0167
0.0008
0.0158
112
0.0167
0.0008
0.0159
113
0.0169
0.0008
0.0160
114
0.0169
0.0008
0.0161
115
0.0170
0.0008
0.0162
116
0.0171
0.0008
0.0163
117
0.0172
0.0009
0.0164
118
0.0173
0.0009
0.0164
119
0.0174
0.0009
0.0166
120
0.0175
0.0009
0.0166
121
0.0176
0.0009
0.0168
122
0.0177
0.0009
0.0168
123
0.0178
0.0009
0.0170
124
0.0179
0.0009
0.0170
125
0.0181
0.0009
0.0172
126
0.0181
0.0009
0.0173
127
0.0183
0.0009
0.0174
128
0.0184
0.0009
0.0175
129
0.0186
0.0009
0.0176
130
0.0186
0.0009
0.0177
131
0.0188
0.0009
0.0179
132
0.0189
0.0009
0.0180
133
0.0191
0.0009
0.0181
134
0.0192
0.0009
0.0182
135
0.0194
0.0010
0.0184
136
0.0195
0.0010
0.0185
137
0.0197
0.0010
0.0187
138
0.0198
0.0010
0.0188
139
0.0200
0.0010
0.0190
140
0.0201
0.0010
0.0191
141
0.0203
0.0010
0.0193
142
0.0204
0.0010
0.0194
143
0.0206
0.0010
0.0196
144
0.0208
0.0010
0.0197
145
0.0191
0.0009
0.0182
146
0.0193
0.0010
0.0183
147
0.0195
0.0010
0.0186
148
0.0197
0.0010
0.0187
149
0.0200
0.0010
0.0190
150
0.0201
0.0010
0.0191
151
0.0204
0.0010
0.0194
152
0.0206
0.0010
0.0196
153
0.0209
0.0010
0.0199
154
0.0211
0.0010
0.0200
155
0.0214
0.0011
0.0204
156
0.0216
0.0011
0.0206
157
0.0220
0.0011
0.0209
158
0.0222
0.0011
0.0211
159
0.0226
0.0011
0.0215
160
0.0228
0.0011
0.0217
161
0.0233
0.0011
0.0222
162
0.0235
0.0011
0.0224
163
0.0240
0.0011
0.0229
164
0.0243
0.0011
0.0232
165
0.0249
0.0011
0.0238
166
0.0251
0.0011
0.0240
167
0.0258
0.0011
0.0247
168
0.0261
0.0011
0.0250
169
0.0270
0.0011
0.0259
170
0.0274
0.0011
0.0263
171
0.0282
0.0011
0.0271
172
0.0286
0.0011
0.0275
173
0.0295
0.0011
0.0284
174
0.0300
0.0011
0.0289
175
0.0310
0.0011
0.0299
176
0.0316
0.0011
0.0305
177
0.0329
0.0011
0.0318
178
0.0335
0.0011
0.0324
179
0.0351
0.0011
0.0340
180
0.0359
0.0011
0.0348
181
0.0378
0.0011
0.0367
182
0.0389
0.0011
0.0378
183
0.0413
0.0011
0.0402
184
0.0428
0.0011
0.0417
185
0.0354
0.0011
0.0343
186
0.0373
0.0011
0.0362
187
0.0424
0.0011
0.0413
188
0.0457
0.0011
0.0446
189
0.0551
0.0011
0.0540
190
0.0622
0.0011
0.0611
191
0.0889
0.0011
0.0878
192
0.1222
0.0011
0.1211
193
0.3826
0.0011
0.3815
194
0.0724
0.0011
0.0713
195
0.0498
0.0011
0.0487
196
0.0397
0.0011
0.0386
197
0.0444
0.0011
0.0433
198
0.0400
0.0011
0.0389
199
0.0368
0.0011
0.0357
200
0.0343
0.0011
0.0332
201
0.0322
0.0011
0.0311
202
0.0305
0.0011
0.0294
203
0.0290
0.0011
0.0279
204
0.0278
0.0011
0.0267
205
0.0264
0.0011
0.0253
206
0.0254
0.0011
0.0243
207
0.0246
0.0011
0.0235
208
0.0238
0.0011
0.0227
209
0.0231
0.0011
0.0220
210
0.0224
0.0011
0.0213
211
0.0218
0.0011
0.0207
212
0.0213
0.0010
0.0202
213
0.0207
0.0010
0.0197
214
0.0203
0.0010
0.0193
215
0.0198
0.0010
0.0188
216
0.0194
0.0010
0.0184
217
0.0209
0.0010
0.0198
218
0.0205
0.0010
0.0195
219
0.0202
0.0010
0.0192
220
0.0199
0.0010
0.0189
221
0.0196
0.0010
0.0186
222
0.0193
0.0010
0.0183
223
0.0190
0.0009
0.0180
224
0.0187
0.0009
0.0178
225
0.0185
0.0009
0.0176
226
0.0182
0.0009
0.0173
227
0.0180
0.0009
0.0171
228
0.0178
0.0009
0.0169
229
0.0176
0.0009
0.0167
230
0.0174
0.0009
0.0165
231
0.0172
0.0008
0.0163
232
0.0170
0.0008
0.0161
233
0.0168
0.0008
0.0160
234
0.0166
0.0008
0.0158
235
0.0164
0.0008
0.0156
236
0.0163
0.0008
0.0155
237
0.0161
0.0008
0.0153
238
0.0160
0.0008
0.0152
239
0.0158
0.0008
0.0150
240
0.0157
0.0008
0.0149
241
0.0155
0.0008
0.0148
242
0.0154
0.0008
0.0146
243
0.0153
0.0008
0.0145
244
0.0151
0.0007
0.0144
245
0.0150
0.0007
0.0143
246
0.0149
0.0007
0.0142
247
0.0148
0.0007
0.0140
248
0.0147
0.0007
0.0139
249
0.0145
0.0007
0.0138
250
0.0144
0.0007
0.0137
251
0.0143
0.0007
0.0136
252
0.0142
0.0007
0.0135
253
0.0141
0.0007
0.0134
254
0.0140
0.0007
0.0133
255
0.0139
0.0007
0.0132
256
0.0138
0.0007
0.0131
257
0.0137
0.0007
0.0131
258
0.0136
0.0007
0.0130
259
0.0136
0.0007
0.0129
260
0.0135
0.0007
0.0128
261
0.0134
0.0007
0.0127
262
0.0133
0.0007
0.0126
263
0.0132
0.0007
0.0126
264
0.0131
0.0006
0.0125
265
0.0131
0.0006
0.0124
266
0.0130
0.0006
0.0123
267
0.0129
0.0006
0.0123
268
0.0128
0.0006
0.0122
269
0.0128
0.0006
0.0121
270
0.0127
0.0006
0.0121
271
0.0126
0.0006
0.0120
272
0.0126
0.0006
0.0119
273
0.0125
0.0006
0.0119
274
0.0124
0.0006
0.0118
275
0.0124
0.0006
0.0117
276
0.0123
0.0006
0.0117
277
0.0122
0.0006
0.0116
278
0.0122
0.0006
0.0116
279
0.0121
0.0006
0.0115
280
0.0120
0.0006
0.0114
281
0.0120
0.0006
0.0114
282
0.0119
0.0006
0.0113
283
0.0119
0.0006
0.0113
284
0.0118
0.0006
0.0112
285
0.0118
0.0006
0.0112
286
0.0117
0.0006
0.0111
287
0.0117
0.0006
0.0111
288
0.0116
0.0006
0.0110
--------------------------------------------------------------------
Total soil rain loss = 0.23(In)
Total effective rainfall = 5.59(In)
Peak flow rate in flood hydrograph = 275.15(CFS)
---------------------------------------------------------------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24 - H
O U
R S T O R M
R u
n o f f
H y d r o g r a p h
--------------------------------------------------------------------
Hydrograph in
5
Minute intervals ((CFS))
--------------------------------------------------------------------
Time(h+m)
Volume Ac.Ft
Q(CFS)
0
75.0 150.0 225.0 300.0
-----------------------------------------------------------------------
0+ 5
0.0035
0.50
Q
0+10
0.0257
3.22
Q
0+15
0.0821
8.20
VQ
0+20
0.1730
13.20
VQ
0+25
0.2610
15.67
V Q
0+30
0.3963
16.74
V Q
0+35
0,.5144
17.15
V Q
0+40
0.6336
17.31
V Q
0+45
0.7535
17.41
V Q
0+50
0.8737
17.45
V Q
0+55
0.9942
17.49
V Q
1+ 0
1.1150
17.53
V Q
1+ 5
1.2360
17.58
V Q
1+10
1.3573
17.62
V Q
1+15
1.4789
17.66
V Q
1+20
1.6008
17.70
IVQ
1+25
1.7230
17.74
IVQ
1+30
1.8455
17.79
IVQ
1+35
1.9683
17.83
IVQ
1+40
2.0914
17.87
IVQ
1+45
2.2148
17.92
IVQ
1+50
2.3385
17.96
IVQ
1+55
2.4625
18.00
IVQ
2+ 0
2.5868
18.05
IVQ
2+ 5
2.7114
18.10
IVQ
2+10
2.8364
18.14
IVQ
2+15
2.9616
18.19
IVQ
2+20
3.0872
18.23
I Q I
2+25
3.2131
18.28
I Q
2+30
3.3393
18.33
I Q
2+35
3.4659
18.38
I Q
2+40
3.5928
18.42
I Q
2+45
3.7200
18.47
I Q
2+50
3.8475
18.52
I Q
2+55
3.9754
18.57
I Q
3+ 0
4.1037
18.62
I Q
3+ 5
4.2323
18.67
I Q
3+10
4.3612
18.72
I Q
3+15
4.4905
18.77
I Q
3+20
4.6201
18.82
I QV
3+25
4.7501
18.88
I QV
3+30
4.8805
18.93
I QV
3+35
5.0112
18.98
I QV
3+40
5.1423
19.04
I QV
3+45
5.2738
19.09
I QV
3+50
5.4057
19.14
I QV
3+55
5.5379
19.20
I QV
4+ 0
5.6705
19.26
I QV
4+ 5
5.8035
19.31
I QV
4+10
5.9369
19.37
I QV
4+15
6.0707
19.43
I Q V
4+20
6.2049
19.48
I Q V
4+25
6.3394
19.54
I Q V
4+30
6.4744
19.60
I Q V
4+35
6.6098
19.66
I Q V
4+40
6.7457
19.72
I Q V
4+45
6.8819
19.78
I Q V
4+50
7.0186
19.84
I Q V
4+55
7.1557
19.91
I Q V
5+ 0
7.2932
19.97
I Q V
5+ 5
7.4312
20.03
I Q V
5+10
7.5696
20.10
I Q V
5+15
7.7084
20.16
I Q V
5+20
7.8477
20.23
I Q V
5+25
7.9875
20.29
I Q V
5+30
8.1277
20.36
I Q V
5+35
8.2684
20.43
I Q V
5+40
8.4096
20.50
I Q V
5+45
8.5512
20.57
I Q V
5+50
8.6933
20.64
I Q V
5+55
8.8360
20.71
I Q V
6+ 0
8.9791
20.78
I Q V
6+ 5
9.1227
20.85
Q V
6+10
9.2668
20.93
I Q
V
6+15
9.4114
21.00
I Q
V
6+20
9.5565
21.07
I Q
V
6+25
9.7022
21.15
I Q
V
6+30
9.8484
21.23
I Q
V
6+35
9.9951
21.31
I Q
V
6+40
10.1424
21.38
I Q
V
6+45
10.2902
21.46
I Q
V
6+50
10.4386
21.55
I Q
V
6+55
10.5876
21.63
I Q
V
7+ 0
10.7371
21.71
I Q
V
7+ 5
10.8872
21.79
I Q
V
7+10
11.0379
21.88
I Q
V
7+15
11.1891
21.97
I Q
V
7+20
11.3410
22.05
I Q
V
7+25
11.4935
22.14
I Q
V
7+30
11.6466
22.23
I Q
V
7+35
11.8004
22.32
I Q
V
7+40
11.9547
22.41
I Q
V
7+45
12.1097
22.51
I Q
V
7+50
12.2654
22.60
I Q
V
7+55
12.4217
22.70
I Q
V
8+ 0
12.5787
22.80
I Q
V
8+ 5
12.7364
22.90
I Q
V
8+10
12.8948
23.00
I Q
V
8+15
13.0539
23.10
I Q
V
8+20
13.2137
23.20
I Q
V
8+25
13.3742
23.31
I Q
V
8+30
13.5354
23.41
I Q
V
8+35
13.6974
23.52
I Q
VI
8+40
13.8602
23.63
I Q
VI
8+45
14.0237
23.74
I Q
VI
8+50
14.1880
23.86
I Q
VI
8+55
14.3531
23.97
I Q
VI
9+ 0
14.5190
24.09
I Q
VI
9+ 5
14.6857
24.21
I Q
VI
9+10
14.8532
24.33
I Q
VI
9+15
15.0216
24.45
I Q
VI
9+20
15.1909
24.58
I Q
V
9+25
15.3610
24.70
I Q
V
9+30
15.5320
24.83
I Q
V
9+35
15.7040
24.96
I Q
V
9+40
15.8768
25.10
I Q
V
9+45
16.0506
25.24
I Q
V
9+50
16.2254
25.38
I Q
V
9+55
16.4011
25.52
I Q
V
10+ 0
16.5779
25.66
I Q
V
10+ 5
16;7556
25.81 I
Q
IV
10+10
16.9344
25.96 I
Q
IV
10+15
17.1142
26.11 I
Q
IV
10+20
17.2951
26.27 I
Q
IV
10+25
17.4771
26.43 I
Q
IV
10+30
17.6603
26.59 I
Q
IV
10+35
17.8445
26.75 I
Q
IV
10+40
18.0300
26.93 I
Q
IV
10+45
18.2166
27.10 I
Q
I V
10+50
18.4044
27.27 I
Q
I V
10+55
18.5935
27.45
Q
I V
11+ 0
18.7838
27.64
I Q
I V
11+ 5
18.9755
27.83
I Q
I V
11+10
19.1685
28.02
I Q
I V
11+15
19.3628
28.22
I Q
I V
11+20
19.5586
28.42
I Q
I V
11+25
19.7557
28.63
I Q
V
11+30
19.9544
28.84
I Q
I V
11+35
20.1545
29.06
I Q
I V
11+40
20.3562
29.28
I Q
I V
11+45
20.5594
29.51
I Q
I V
11+50
20.7643
29.75
I Q
I V
11+55
20.9708
29.99
I Q
I V
12+ 0
21.1791
30.24
Q
I V
12+ 5
21.3886
30.41
Q
I V
12+10
21.5968
30.24
I Q
I V
12+15
21.8014
29.71
I Q
V
12+20
22.0025
29.20
I Q
V
12+25
22.2029
29.09
I Q
V
12+30
22.4042
29.23
I Q
I V
12+35
22.6072
29.48
I Q
V
12+40
22.8124
29.79
I Q
I V
12+45
23.0197
30.11
Q
V
12+50
23.2295
30.46
I Q
V
12+55
23.4417
30.81 I
Q
V
13+ 0
23.6565
31.19 I
Q
V
13+ 5
23.8739
31.57 I
Q
I V
13+10
24.0941
31.98 I
Q
V
13+15
24.3172
32.39 I
Q
I V
13+20
24.5433
32.83
Q I
V
13+25
24.7726
33.30 I
Q
V
13+30
25.0054
33.79 I
Q I
V
13+35
25.2416
34.31 I
Q
V
13+40
25.4817
34.85
Q
V
13+45
25.7256
35.42
Q
V
13+50
25.9737
36.03 I
Q I
V
13+55
26.2262
36.65
Q I
V
14+ 0
26.4832
37.32 I
Q I
V
14+ 5
26.7451
38.03 I
Q I
V
14+10
27.0125
38.83 I
Q
V
14+15
27.2860
39.71 I
Q
V
14+20
27.5660
40.66
Q I
V
14+25
27.8525
41.59 I
Q I
V
14+30
28.1456
42.57 I
Q I
V
14+35
28.4458
43.59
Q I
V
14+40
28.7536
44.70 I
Q I
VI
14+45
29.0695
45.87 I
Q I
VI
14+50
29.,.3944
47.17 I
Q I
VI
14+55
29.7287
48.55 I
Q I
VI
15+ 0
30.0737
50.10 I
Q I
VI
15+ 5
30.4303
51.77 I
Q I
V
15+10
30.7998
53.66 I
Q I
V
15+15
31.1836
55.73 I
Q I
V
15+20
31.5839
58.12 I
Q I
V
15+25
31.9992
60.30 1
Q I
IV
15+30
32.4178
60.79 I
Q I
IV
15+35
32.8279
59.54 1
Q I
IV
15+40
33.2349
59.10
Q
15+45
33.6627
62.13
V
Q
15+50
34.1337
68.39
V Q
QI
15+55
34.6723
78.21
Q
Q
16+ 0
35.3266
94.99
I
Q
16+ 5
36.2426
133.00
V�
16+10
37.7093
212.98
v
16+15
39.6043
275.15
v
16+20
41.3743
257.01
IV
16+25
42.5182
166.10
�V
16+30
43.2691
109.03
I
I Q
16+35
43.8237
80.54
I
Q
16+40
44.2927
68.10
v
QI
16+45
44.7147
61.26
Q
16+50
45.0948
55.20
v
Q
16+55
45.4489
51.41
I Q
v
17+ 0
45.7813
48.26
Q
17+ 5
46.0955
45.62
I Q
v
17+10
46.3936
43.29
Q
17+15
46.6776
41.23
I Q
v
17+20
46.9490
39.41
Q
17+25
47.2097
37.85
Q
v
17+30
47.4608
36.47
Q
17+35
47.7036
35.25
Q
17+40
47.9388
34.15
Q
17+45
48.1671
33.15
Q
17+50
48.3893
32.26
I Q
17+55
48.6058
31.44
I Q
18+ 0
48.8171
30.69
Q
18+ 5
49.0242
30.07
I Q
18+10
49.2299
29.86
I Q
18+15
49.4368
30.05
I Q
18+20
49.6453
30.28
I Q
18+25
49.8529
30.14
I Q
18+30
50.0582
29.81
Q
18+35
50.2607
29.39
I Q
18+40
50.4602
28.97
Q
18+45
50.6568
28.55
I Q
18+50
50.8506
28.14
Q
18+55
51.0417
27.75
Q
19+ 0
51.2303
27.38
Q
19+ 5
51.4165
27.03 I
Q
19+10
51.6003
26.69 I
Q
19+15
51.7818
26.36
Q
19+20
51.9612
26.05 I
Q
19+25
52.1386
25.75
Q
19+30
52.3139
25.46 I
Q
19+35
52..4873
25.18 I
Q
19+40
52.6589
24.91
Q
19+45
52.8287
24.65
Q
19+50
52.9967
24.40 I
Q
19+55
53.1631
24.16
Q
20+ 0
53.3279
23.92 I
Q
20+ 5
53.4911
23.70
Q
20+10
53.6527
23.48
Q
20+15
53.8129
23.26
Q
20+20
53.9717
23.06
Q
V
V
v
v
V
Q v
V Q
V Q
v Q
Q
v
v
VI
v�
VI
V�
v
v
V
v
v
Iv
IV
IV
�v
�V
Iv
v
v
V
v
v
v
v
V
v
v
v
v
v
v
v
v
v
v
v
v
v
v
v
v
v
v
v
v
v
v
v
20+25
54.1291
22.85
Q
V
20+30
54.2852
22.66
Q
I V
20+35
54.4399
22.47
I
Q I
I I V
20+40
54.5934
22.28
I
Q
V
20+45
54.7456
22.10
I
Q I
I I V
20+50
54.8966
21.93
I
Q I
V
20+55
55.0465
21.76
I
Q I
V
21+ 0
55.1952
21.59
I
Q I
V
21+ 5
55.3428
21.43
I
Q
I V
21+10
55.4893
21.27
I
Q I
I V
21+15
55.6347
21.12
I
Q I
V
21+20
55.7792
20.97
I
Q I
I I V
21+25
55.9225
20.82
I
Q
I V
21+30
56.0649
20.68
I
Q
I V
21+35
56.2064
20.54
I
Q
I I V
21+40
56.3469
20.40
I
Q I
I V
21+45
56.4864
20.27
I
Q
V
21+50
56.6251
20.13
I
Q
I I V
21+55
56.7629
20.01
I
Q I
V
22+ 0
56.8998
19.88
I
Q I
I I V
22+ 5
57.0359
19.76
I
Q
I V
22+10
57.1711
19.64
I
Q I
I V
22+15
57.3055
19.52
I
Q I
I I V
22+20
57.4391
19.40
I
Q
V
22+25
57.5720
19.29
I
Q I
I I V
22+30
57.7040
19.18
I
Q I
I V
22+35
57.8353
19.07
I
Q
I I V
22+40
57.9659
18.96
I
Q I
I I V
22+45
58.0957
18.85
I
Q I
I I V
22+50
58.2249
18.75
I
Q I
I V
22+55
58.3533
18.65
I
Q
I I V
23+ 0
58.4811
18.55
I
Q I
V
23+ 5
58.6081
18.45
I
Q
I V
23+10
58.7346
18.35
I
Q I
I V
23+15
58.8603
18.26
I
Q I
VI
23+20
58.9854
18.17
I
Q I
I I VI
23+25
59.1099
18.08
I
Q I
I I VI
23+30
59.2338
17.99
I
Q I
I I VI
23+35
59.3570
17.90
I
Q I
I I VI
23+40
59.4797
17.81
I
Q I
I I VI
23+45
59.6018
17.72
I
Q I
I I VI
23+50
59.7233
17.64
I
Q I
I I VI
23+55
59.8442
17.56
I
Q I
I I VI
24+ 0
59.9645
17.48
I
Q I
I I VI
24+ 5
60.0809
16.89
I
Q I
I I VI
24+10
60.1780
14.10
IQ
I
I I VI
24+15
60.2405
9.07
IQ
I
I I VI
24+20
60;2684
4.06
Q
I
I I VI
24+25
60.2794
1.59
Q
I
I I VI
24+30
60.2832
0.56
Q
I
I I VI
24+35
60.2845
0.19
Q
I
I I VI
24+40
-----------------------------------------------------------------------
60.2850
0.06
Q
I
I I V
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0
Study date 07/06/04
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
------------------------------------------------------------------ - - - - - -
San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Allard Engineering, Fontana, California - SIN 643
---------------------------------------------------------------------
JUNIPER DETENTION BASIN
25 YEAR STORM EVENT, AMC III
DEVELOPED CONDITION
FILE NAME: JUNIPERD25
--------------------------------------------------------------------
Storm Event Year = 25
Antecedent Moisture Condition = 3
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
Area averaged rainfall intensity isohyetal data:
Sub -Area
Duration
Isohyetal
(Ac.)
(hours)
(In)
Rainfall
data for
year
10
128.40
1
1.04
--------------------------------------------------------------------
Rainfall
data for
year
2
128.40
6
1.76
--------------------------------------------------------------------
Rainfall
data for
year
2
128.40
24
3.40
----------
Rainfall
----------------------------------------------------------
data for
year
100
128.40
1
1.52
--------------------------------------------------------------------
Rainfall
data for
year
100
128.40
6
3.90
--------------------------------------------------------------------
Rainfall
data for
year
100
--------------------------------------------------------------------
128.40
24
9.30
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
******** Area -averaged max loss rate, Fm ********
SCS curve
SCS curve
Area
Area
Fp(Fig C6)
Ap
Fm
No.(AMCII)
NO.(AMC 3)
(Ac.)
Fraction
(In/Hr)
(dec.)
(In/Hr)
56.0
75.8
9.21
0.072
0.440
0.400
0.176
98.0
99.6
119.19
0.928
0.008
0.100
0.001
Area -averaged adjusted loss rate Fm (In/Hr) = 0.013
********* Area -Averaged low loss rate fraction, Yb **********
Area
Area
SCS CN
SCS CN
S
Pervious
(Ac.)
Fract
(AMC2)
(AMC3)
1 -hour factor =
Yield Fr
3.68
0.029
56.0
75.8
3.19
0.613
5.53
0.043
98.0
98.0
0.20
0.967
11.92
0.093
98.0
99.6
0.04
0.993
107.27
0.835
98.0
98.0
0.20
0.967
Area -averaged catchment yield fraction, Y = 0.959
Area -averaged low loss fraction, Yb = 0.041
Direct entry of lag time by user
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Watershed area = 128.40(Ac.)
Catchment Lag time = 0.209 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 39.7772
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.013(In/Hr)
Average low loss rate fraction (Yb) = 0.041 (decimal)
VALLEY DEVELOPED S -Graph Selected
Computed peak 5 -minute rainfall = 0.456(In)
Computed peak 30 -minute rainfall = 0.933(In)
Specified peak 1 -hour rainfall = 1.231(In)
Computed peak 3 -hour rainfall = 2.186(In)
Specified peak 6 -hour rainfall = 3.142(In)
Specified peak 24-hour rainfall = 7.209(In)
Rainfall depth area reduction factors:
Using a total area of 128.40(Ac.) (Ref: fig. E-4)
5 -minute factor
= 0.994
Adjusted
rainfall =
0.453(In)
30 -minute factor
= 0.994
Adjusted
rainfall =
0.927(In)
1 -hour factor =
0.994
Adjusted
rainfall =
1.224(In)
3 -hour factor =
0.999
Adjusted
rainfall =
2.185(In)
6 -hour factor =
1.000
Adjusted
rainfall =
3.140(In)
24-hour factor =
---------------------------------------------------------------------
1.000
Adjusted
rainfall =
7.208(In)
U n i t H y d r o g r a p h
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
---------------------------------------------------------------------
(K = 1552.84 (CFS))
1
3.010
46.734
2
19.368
254.017
3
49.138
462.282
4
77.546
441.128
5
91.025
209.313
6
96.611
86.734
7
98.454
28.622
8
99.170
11.118
9
100.000
5.559
---------------------------------------------------------------------
Peak Unit
Adjusted mass rainfall
Unit rainfall
Number
(In)
(In)
1
0.4529
0.4529
2
0.5976
0.1447
3
0.7028
0.1052
4
0.7885
0.0857
5
0.8621
0.0736
6
0.9273
0.0652
7
0.9863
0.0590
8
1.0404
0.0541
9
1.0906
0.0502
10
1.1375
0.0469
11
1.1817
0.0442
12
1.2236
0.0419
13
1.2764
0.0528
14
1.3273
0.0509
15
1.3765
0.0492
16
1.4242
0.0477
17
1.4705
0.0463
18
1.5155
0.0450
19
1.5594
0.0439
20
1.6022
0.0428
21
1.6440
0.0418
22
1.6848
0.0409
23
1.7248
0.0400
24
1.7640
0.0392
25
1.8024
0.0384
26
1.8401
0.0377
27
1.8771
0.0370
28
1.9135
0.0364
29
1.9492
0.0358
30
1.9844
0.0352
31
2.0191
0.0346
32
2.0532
0.0341
33
2.0868
0.0336
34
2.1199
0.0331
35
2.1526
0.0327
36
2.1848
0.0322
37
2.2164
0.0316
38
2.2475
0.0312
39
2.2783
0.0308
40
2.3087
0.0304
41
2.3387
0.0300
42
2.3684
0.0297
43
2.3978
0.0294
44
2.4268
0.0290
45
2.4555
0.0287
46
2.4839
0.0284
47
2.5120
0.0281
48
2.5399
0.0278
49
2.5674
0.0276
50
2.5947
0.0273
51
2.6218
0.0270
52
2.6486
0.0268
53
2.6751
0.0265
54
2.7014
0.0263
55
2.7275
0.0261
56
2.7533
0.0258
57
2.7789
0.0256
58
2.8044
0.0254
59
2.8296
0.0252
60
2.8546
0.0250
61
2.8794
0.0248
62
2.9040
0.0246
63
2.9284
0.0244
64
2.9526
0.0242
65
2.9767
0.0241
66
3.0006
0.0239
67
3.0243
0.0237
68
3.0478
0.0235
69
3.0712
0.0234
70
3.0944
0.0232
71
3.1175
0.0231
72
3.1404
0.0229
73
3.1665
0.0261
74
3.1924
0.0259
75
3.2162
0.0258
76
3.2438
0.0256
77
3.2693
0.0255
78
3.2947
0.0254
79
3.3200
0.0253
80
3.3451
0.0251
81
3.3701
0.0250
82
3.3950
0.0249
83
3.4197
0.0248
84
3.4444
0.0246
85
3.4689
0.0245
86
3.4933
0.0244
87
3.5176
0.0243
88
3.5417
0.0242
89
3.5658
0.0241
90
3.5898
0.0240
91
3.6136
0.0239
92
3.6374
0.0237
93
3.6610
0.0236
94
3.6845
0.0235
95
3.7080
0.0234
96
3.7313
0.0233
97
3.7546
0.0232
98
3.7777
0.0232
99
3.8008
0.0231
100
3.8238
0.0230
101
3.8466
0.0229
102
3.8694
0.0228
103
3.8921
0.0227
104
3.9147
0.0226
105
3.9372
0.0225
106
3.9596
0.0224
107
3.9820
0.0223
108
4.0043
0.0223
109
4.0264
0.0222
110
4.0485
0.0221
111
4.0706
0.0220
112
4.0925
0.0219
113
4.1144
0.0219
114
4.1361
0.0218
115
4.1578
0.0217
116
4.1795
0.0216
117
4.2010
0.0216
118
4.2225
0.0215
119
4.2439
0.0214
120
4.2653
0.0213
121
4.2865
0.0213
122
4.3077
0.0212
123
4.3289
0.0211
124
4.3499
0.0211
125
4.3709
0.0210
126
4.3918
0.0209
127
4.4127
0.0209
128
4.4335
0.0208
129
4.4542
0.0207
130
4.4749
0.0207
131
4.4955
0.0206
132
4.5160
0.0205
133
4.5365
0.0205
134
4.5569
0.0204
135
4.5772
0.0204
136
4.5975
0.0203
137
4.6178
0.0202
138
4.6379
0.0202
139
4.6580
0.0201
140
4.6781
0.0201
141
4.6981
0.0200
142
4.7180
0.0199
143
4.7379
0.0199
144
4.7577
0.0198
145
4.7775
0.0198
146
4.7972
0.0197
147
4.8169
0.0197
146
4.8365
0.0196
149
4.8561
0.0196
150
4.8756
0.0195
151
4.6950
0.0195
152
4.9144
0.0194
153
4.9338
0.0194
154
4.9531
0.0193
155
4.9724
0.0193
156
4.9916
0.0192
157
5.0107
0.0192
158
5.0298
0.0191
159
5.0489
0.0191
160
5.0679
0.0190
161
5.0868
0.0190
162
5.1057
0.0189
163
5.1246
0.0189
164
5.1434
0.0188
165
5.1622
0.0188
166
5.1809
0.0187
167
5.1996
0.0187
168
5.2183
0.0186
169
5.2368
0.0186
170
5.2554
0.0185
171
5.2739
0.0185
172
5.2924
0.0185
173
5.3108
0.0184
174
5.3292
0.0184
175
5.3475
0.0183
176
5.3658
0.0183
177
5.3840
0.0183
178
5.4023
0.0182
179
5.4204
0.0182
180
5.4385
0.0181
181
5.4566
0.0181
182
5.4747
0.0180
183
5.4927
0.0180
184
5.5107
0.0180
185
5.5286
0.0179
186
5.5465
0.0179
187
5.5643
0.0179
188
5.5822
0.0178
189
5.5999
0.0178
190
5.6177
0.0177
191
5.6354
0.0177
192
5.6530
0.0177
193
5.6707
0.0176
194
5.6883
0.0176
195
5.7058
0.0176
196
5.7233
0.0175
197
5.7408
0.0175
198
5.7583
0.0174
199
5.7757
0.0174
200
5.7930
0.0174
201
5.8104
0.0173
202
5.8277
0.0173
203
5.8450
0.0173
204
5.8622
0.0172
205
5.8794
0.0172
206
5.8966
0.0172
207
5.9137
0.0171
208
5.9308
0.0171
209
5.9479
0.0171
210
5.9649
0.0170
211
5.9820
0.0170
212
5.9989
0.0170
213
6.0159
0.0169
214
6.0328
0.0169
215
6.0497
0.0169
216
6.0665
0.0168
217
6.0833
0.0168
218
6.1001
0.0168
219
6.1169
0.0168
220
6.1336
0.0167
221
6.1503
0.0167
222
6.1670
0.0167
223
6.1836
0.0166
224
6.2002
0.0166
225
6.2168
0.0166
226
6.2333
0.0165
227
6.2498
0.0165
228
6.2663
0.0165
229
6.2828
0.0165
230
6.2992
0.0164
231
6.3156
0.0164
232
6.3320
0.0164
233
6.3483
0.0163
234
6.3646
0.0163
235
6.3809
0.0163
236
6.3972
0.0163
237
6.4134
0.0162
238
6.4296
0.0162
239
6.4458
0.0162
240
6.4619
0.0162
241
6.4781
0.0161
242
6.4942
0.0161
243
6.5102
0.0161
244
6.5263
0.0160
245
6.5423
0.0160
246
6.5583
0.0160
247
6.5743
0.0160
248
6.5902
0.0159
249
6.6061
0.0159
250
6.6220
0.0159
251
6.6379
0.0159
252
6.6537
0.0158
253
6.6695
0.0158
254
6.6853
0.0158
255
6.7011
0.0158
256
6.7168
0.0157
257
6.7325
0.0157
258
6.7482
0.0157
259
6.7639
0.0157
260
6.7795
0.0156
261
6.7951
0.0156
262
6.8107
0.0156
263
6.8263
0.0156
264
6.8418
0.0155
265
6.8573
0.0155
266
6.8728
0.0155
267
6.8883
0.0155
268
6.9036
0.0155
269
6.9192
0.0154
270
6.9346
0.0154
271
6.9500
0.0154
272
6.9653
0.0154
273
6.9807
0.0153
274
6.9960
0.0153
275
7.0113
0.0153
276
7.0265
0.0153
277
7.0418
0.0152
278
7.0570
0.0152
279
7.0722
0.0152
280
7.0874
0.0152
281
7.1026
0.0152
282
7.1177
0.0151
283
7.1328
0.0151
284
7.1479
0.0151
285
7.1630
0.0151
286
7.1780
0.0151
287
7.1931
0.0150
288
7.2081
0.0150
---------------------------------------------------------------------
Unit
Unit
Unit
Effective
Period
Rainfall
Soil -Loss
Rainfall
(number)
---------------------------------------------------------------------
(In)
(In)
(In)
1
0.0150
0.0006
0.0144
2
0.0150
0.0006
0.0144
3
0.0151
0.0006
0.0145
4
0.0151
0.0006
0.0145
5
0.0151
0.0006
0.0145
6
0.0152
0.0006
0.0145
7
0.0152
0.0006
0.0146
8
0.0152
0.0006
0.0146
9
0.0153
0.0006
0.0146
10
0.0153
0.0006
0.0147
11
0.0153
0.0006
0.0147
12
0.0154
0.0006
0.0147
13
0.0154
0.0006
0.0148
14
0.0154
0.0006
0.0148
15
0.0155
0.0006
0.0148
16
0.0155
0.0006
0.0149
17
0.0155
0.0006
0.0149
18
0.0156
0.0006
0.0149
19
0.0156
0.0006
0.0150
20
0.0156
0.0006
0.0150
21
0.0157
0.0006
0.0150
22
0.0157
0.0006
0.0151
23
0.0158
0.0006
0.0151
24
0.0158
0.0006
0.0151
25
0.0158
0.0006
0.0152
26
0.0159
0.0006
0.0152
27
0.0159
0.0007
0.0153
28
0.0159
0.0007
0.0153
29
0.0160
0.0007
0.0153
30
0.0160
0.0007
0.0154
31
0.0161
0.0007
0.0154
32
0.0161
0.0007
0.0154
33
0.0162
0.0007
0.0155
34
0.0162
0.0007
0.0155
35
0.0162
0.0007
0.0156
36
0.0163
0.0007
0.0156
37
0.0163
0.0007
0.0156
38
0.0163
0.0007
0.0157
39
0.0164
0.0007
0.0157
40
0.0164
0.0007
0.0158
41
0.0165
0.0007
0.0158
42
0.0165
0.0007
0.0158
43
0.0166
0.0007
0.0159
44
0.0166
0.0007
0.0159
45
0.0167
0.0007
0.0160
46
0.0167
0.0007
0.0160
47
0.0168
0.0007
0.0161
48
0.0168
0.0007
0.0161
49
0.0168
0.0007
0.0162
50
0.0169
0.0007
0.0162
51
0.0169
0.0007
0.0163
52
0.0170
0.0007
0.0163
53
0.0170
0.0007
0.0163
54
0.0171
0.0007
0.0164
55
0.0171
0.0007
0.0164
56
0.0172
0.0007
0.0165
57
0.0172
0.0007
0.0165
58
0.0173
0.0007
0.0166
59
0.0173
0.0007
0.0166
60
0.0174
0.0007
0.0167
61
0.0174
0.0007
0.0167
62
0.0175
0.0007
0.0168
63
0.0176
0.0007
0.0168
64
0.0176
0.0007
0.0169
65
0.0177
0.0007
0.0169
66
0.0177
0.0007
0.0170
67
0.0178
0.0007
0.0171
68
0.0178
0.0007
0.0171
69
0.0179
0.0007
0.0172
70
0.0179
0.0007
0.0172
71
0.0180
0.0007
0.0173
72
0.0180
0.0007
0.0173
73
0.0181
0.0007
0.0174
74
0.0182
0.0007
0.0174
75
0.0183
0.0007
0.0175
76
0.0183
0.0007
0.0175
77
0.0184
0.0008
0.0176
78
0.0184
0.0008
0.0177
79
0.0185
0.0008
0.0177
80
0.0185
0.0008
0.0178
81
0.0186
0.0008
0.0179
82
0.0187
0.0008
0.0179
83
0.0188
0.0008
0.0180
84
0.0188
0.0008
0.0181
85
0.0189
0.0008
0.0181
86
0.0190
0.0008
0.0182
87
0.0191
0.0008
0.0183
88
0.0191
0.0008
0.0183
89
0.0192
0.0008
0.0184
90
0.0193
0.0008
0.0185
91
0.0194
0.0008
0.0186
92
0.0194
0.0008
0.0186
93
0.0195
0.0008
0.0187
94
0.0196
0.0008
0.0188
95
0.0197
0.0008
0.0189
96
0.0197
0.0008
0.0189
97
0.0198
0.0008
0.0190
98
0.0199
0.0008
0.0191
99
0.0200
0.0008
0.0192
100
0.0201
0.0008
0.0192
101
0.0202
0.0008
0.0193
102
0.0202
0.0008
0.0194
103
0.0204
0.0008
0.0195
104
0.0204
0.0008
0.0196
105
0.0205
0.0008
0.0197
106
0.0206
0.0008
0.0198
107
0.0207
0.0008
0.0199
108
0.0208
0.0008
0.0199
109
0.0209
0.0009
0.0201
110
0.0210
0.0009
0.0201
111
0.0211
0.0009
0.0203
112
0.0212
0.0009
0.0203
113
0.0213
0.0009
0.0205
114
0.0214
0.0009
0.0205
115
0.0216
0.0009
0.0207
116
0.0216
0.0009
0.0207
117
0.0218
0.0009
0.0209
118
0.0219
0.0009
0.0210
119
0.0220
0.0009
0.0211
120
0.0221
0.0009
0.0212
121
0.0223
0.0009
0.0214
122
0.0223
0.0009
0.0214
123
0.0225
0.0009
0.0216
124
0.0226
0.0009
0.0217
125
0.0228
0.0009
0.0218
126
0.0229
0.0009
0.0219
127
0.0231
0.0009
0.0221
128
0.0232
0.0009
0.0222
129
0.0233
0.0010
0.0224
130
0.0234
0.0010
0.0225
131
0.0236
0.0010
0.0227
132
0.0237
0.0010
0.0228
133
0.0240
0.0010
0.0230
134
0.0241
0.0010
0.0231
135
0.0243
0.0010
0.0233
136
0.0244
0.0010
0.0234
137
0.0246
0.0010
0.0236
138
0.0248
0.0010
0.0237
139
0.0250
0.0010
0.0240
140
0.0251
0.0010
0.0241
141
0.0254
0.0010
0.0243
142
0.0255
0.0010
0.0245
143
0.0258
0.0011
0.0247
144
0.0259
0.0011
0.0249
145
0.0229
0.0009
0.0220
146
0.0231
0.0009
0.0221
147
0.0234
0.0010
0.0224
148
0.0235
0.0010
0.0226
149
0.0239
0.0010
0.0229
150
0.0241
0.0010
0.0231
151
0.0244
0.0010
0.0234
152
0.0246
0.0010
0.0236
153
0.0250
0.0010
0.0240
154
0.0252
0.0010
0.0242
155
0.0256
0.0010
0.0246
156
0.0258
0.0011
0.0248
157
0.0263
0.0011
0.0252
158
0.0265
0.0011
0.0255
159
0.0270
0.0011
0.0259
160
0.0273
0.0011
0.0262
161
0.0278
0.0011
0.0267
162
0.0281
0.0011
0.0270
163
0.0287
0.0011
0.0276
164
0.0290
0.0011
0.0279
165
0.0297
0.0011
0.0286
166
0.0300
0.0011
0.0289
167
0.0308
0.0011
0.0297
168
0.0312
0.0011
0.0300
169
0.0322
0.0011
0.0311
170
0.0327
0.0011
0.0316
171
0.0336
0.0011
0.0325
172
0.0341
0.0011
0.0330
173
0.0352
0.0011
0.0341
174
0.0358
0.0011
0.0346
175
0.0370
0.0011
0.0359
176
0.0377
0.0011
0.0366
177
0.0392
0.0011
0.0381
178
0.0400
0.0011
0.0389
179
0.0418
0.0011
0.0407
180
0.0428
0.0011
0.0417
181
0.0450
0.0011
0.0439
182
0.0463
0.0011
0.0452
183
0.0492
0.0011
0.0481
184
0.0509
0.0011
0.0498
185
0.0419
0.0011
0.0407
186
0.0442
0.0011
0.0431
187
0.0502
0.0011
0.0491
188
0.0541
0.0011
0.0530
189
0.0652
0.0011
0.0641
190
0.0736
0.0011
0.0725
191
0.1052
0.0011
0.1041
192
0.1447
0.0011
0.1436
193
0.4529
0.0011
0.4518
194
0.0857
0.0011
0.0846
195
0.0590
0.0011
0.0579
196
0.0469
0.0011
0.0458
197
0.0528
0.0011
0.0517
198
0.0477
0.0011
0.0466
199
0.0439
0.0011
0.0427
200
0.0409
0.0011
0.0397
201
0.0384
0.0011
0.0373
202
0.0364
0.0011
0.0353
203
0.0346
0.0011
0.0335
204
0.0331
0.0011
0.0320
205
0.0316
0.0011
0.0304
206
0.0304
0.0011
0.0293
207
0.0294
0.0011
0.0282
208
0.0284
0.0011
0.0273
209
0.0276
0.0011
0.0264
210
0.0268
0.0011
0.0257
211
0.0261
0.0011
0.0250
212
0.0254
0.0010
0.0244
213
0.0248
0.0010
0.0238
214
0.0242
0.0010
0.0232
215
0.0237
0.0010
0.0227
216
0.0232
0.0009
0.0223
217
0.0261
0.0011
0.0250
218
0.0256
0.0010
0.0246
219
0.0253
0.0010
0.0242
220
0.0249
0.0010
0.0239
221
0.0245
0.0010
0.0235
222
0.0242
0.0010
0.0232
223
0.0239
0.0010
0.0229
224
0.0235
0.0010
0.0226
225
0.0232
0.0009
0.0223
226
0.0230
0.0009
0.0220
227
0.0227
0.0009
0.0218
228
0.0224
0.0009
0.0215
229
0.0222
0.0009
0.0213
230
0.0219
0.0009
0.0210
231
0.0217
0.0009
0.0208
232
0.0215
0.0009
0.0206
233
0.0213
0.0009
0.0204
234
0.0211
0.0009
0.0202
235
0.0209
0.0009
0.0200
236
0.0207
0.0008
0.0198
237
0.0205
0.0008
0.0196
238
0.0203
0.0008
0.0195
239
0.0201
0.0008
0.0193
240
0.0199
0.0008
0.0191
241
0.0198
0.0008
0.0190
242
0.0196
0.0008
0.0188
243
0.0195
0.0008
0.0187
244
0.0193
0.0008
0.0185
245
0.0192
0.0008
0.0184
246
0.0190
0.0008
0.0182
247
0.0189
0.0008
0.0181
248
0.0187
0.0008
0.0180
249
0.0186
0.0008
0.0178
250
0.0185
0.0008
0.0177
251
0.0183
0.0007
0.0176
252
0.0182
0.0007
0.0175
253
0.0181
0.0007
0.0173
254
0.0180
0.0007
0.0172
255
0.0179
0.0007
0.0171
256
0.0177
0.0007
0.0170
257
0.0176
0.0007
0.0169
258
0.0175
0.0007
0.0168
259
0.0174
0.0007
0.0167
260
0.0173
0.0007
0.0166
261
0.0172
0.0007
0.0165
262
0.0171
0.0007
0.0164
263
0.0170
0.0007
0.0163
264
0.0169
0.0007
0.0162
265
0.0168
0.0007
0.0161
266
0.0167
0.0007
0.0160
267
0.0166
0.0007
0.0160
268
0.0165
0.0007
0.0159
269
0.0165
0.0007
0.0158
270
0.0164
0.0007
0.0157
271
0.0163
0.0007
0.0156
272
0.0162
0.0007
0.0155
273
0.0161
0.0007
0.0155
274
0.0160
0.0007
0.0154
275
0.0160
0.0007
0.0153
276
0.0159
0.0006
0.0152
277
0.0156
0.0006
0.0152
278
0.0157
0.0006
0.0151
279
0.0157
0.0006
0.0150
280
0.0156
0.0006
0.0150
281
0.0155
0.0006
0.0149
282
0.0155
0.0006
0.0148
283
0.0154
0.0006
0.0148
284
0.0153
0.0006
0.0147
285
0.0152
0.0006
0.0146
286
0.0152
0.0006
0.0146
287
0.0151
0.0006
0.0145
288
0.0151
0.0006
0.0144
--------------------------------------------------------------------
Total soil rain loss = 0.24(In)
Total effective rainfall = 6.96(In)
Peak flow rate in flood hydrograph = 327.14(CFS)
---------------------------------------------------------------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24 - H
O U
R S T O R M
--------------------------------------------------------------------
R u
n o f f
H y d r o g r a p h
Hydrograph in
5
Minute intervals ((CFS))
--------------------------------------------------------------------
Time(h+m)
Volume Ac.Ft
Q(CFS)
0
100.0 200.0 300.0 400.0
-----------------------------------------------------------------------
0+ 5
0.0046
0.67
Q
0+10
0.0345
4.33
Q
0+15
0.1102
10.99
VQ
0+20
0.2298
17.37
VQ
0+25
0.3704
20.41
V Q
0+30
0.5198
21.70
V Q
0+35
0..6725
22.16
V Q
0+40
0.8265
22.37
V Q
0+45
0.9815
22.50
V Q
0+50
1.1368
22.55
V Q
0+55
1.2924
22.60
V Q
1+ 0
1.4483
22.64
V Q
1+ 5
1.6046
22.69
V Q
1+10
1.7613
22.74
V Q
1+15
1.9183
22.79
JVQ
1+20
2.0756
22.85
JVQ
1+25
2.2333
22.90
JVQ
1+30
2.3913
22.95
IVQ
1+35
2.5497
23.00
IVQ
1+40
2.7085
23.05
IVQ
1+45
2.8676
23.11
IVQ
1+50
3.0271
23.16
IVQ
1+55
3.1870
23.21
IVQ
2+ 0
3.3472
23.27
IVQ
2+ 5
3.5079
23.32
IVQ
2+10
3.6689
23.38
IVQ
2+15
3.8302
23.43
I Q
2+20
3.9920
23.49
I Q
2+25
4.1541
23.54
I Q
2+30
4.3167
23.60
I Q
2+35
4.4796
23.66
I Q
2+40
4.6430
23.72
I Q
2+45
4.8067
23.77
I Q
2+50
4.9709
23.83
I Q
2+55
5.1354
23.89
I Q
3+ 0
5.3004
23.95
I Q
3+ 5
5.4658
24.01
I Q
3+10
5.6316
24.07
I QV
3+15
5.7978
24.14
I QV
3+20
5.9644
24.20
QV
3+25
6.1315
24.26
I QV
3+30
6.2991
24.32
I QV
3+35
6.4670
24.39
I QV
3+40
6.6354
24.45
I QV
3+45
6.8043
24.52
I QV
3+50
6.9736
24.58
I QV
3+55
7.1433
24.65
I QV
4+ 0
7.3136
24.72
I QV
4+ 5
7.4842
24.78
I Q V
4+10
7.6554
24.85
I Q V
4+15
7.8270
24.92
I Q V
4+20
7.9991
24.99
I Q V
4+25
8.1717
25.06
I Q V
4+30
8.3448
25.13
I Q V
4+35
B.5184
25.20
I Q V
4+40
8.6924
25.28
I Q V
4+45
8.8670
25.35
I Q V
4+50
9.0421
25.42
I Q V
4+55
9.2177
25.50
I Q V
5+ 0
9.3938
25.57
I Q V
5+ 5
9.5704
25.65
I Q V
5+10
9.7476
25.72
I Q V
5+15
9.9253
25.80
I Q V
5+20
10 .1035
25.88
I Q V
5+25
10.2823
25.96
I Q V
5+30
10.4616
26.04
Q V
5+35
10.6415
26.12
I Q V
5+40
10.8220
26.20
I Q V
5+45
11.0030
26.29
I Q V
5+50
11.1846
26.37
I Q V
5+55
11.3668
26.45
I Q V
6+ 0
11.5496
26.54
I Q V
6+ 5
11.7330
26.63
Q V
6+10
11.9170
26.71
Q
V
6+15
12.1015
26.80
I Q
V
6+20
12.2868
26.89
I Q
V
6+25
12.4726
26.98
I Q
V
6+30
12.6591
27.08
I Q
V
6+35
12.8462
27.17
I Q
V
6+40
13.0339
27.26
I Q
V
6+45
13.2223
27.36
I Q
V
6+50
13.4114
27.45
I Q
V
6+55
13.6011
27.55
I Q
V
7+ 0
13.7916
27.65
I Q
V
7+ 5
13.9827
27.75
I Q
V
7+10
14.1745
27.85
I Q
V
7+15
14.3670
27.95
I Q
V
7+20
14.5602
28.06
I Q
V
7+25
14.7542
28.16
I Q
V
7+30
14.9489
28.27
I Q
V
7+35
15.1443
28.38
I Q
V
7+40
15.3405
28.49
I Q
V
7+45
15.5375
28.60
I Q
V
7+50
15.7352
28.71
I Q
V
7+55
15.9337
28.82
I Q
V
8+ 0
16.1330
28.94
I Q
V
8+ 5
16.3332
29.06
I Q
V
8+10
16.5341
29.18
I Q
V
8+15
16.7359
29.30
I Q
VI
8+20
16.9385
29.42
I Q
VI
8+25
17.1420
29.54
I Q
VI
8+30
17.3464
29.67
I Q
VI
8+35
17.5516
29.80
I Q
VI
8+40
17.7577
29.93
I Q
VI
8+45
17.9648
30.06
I Q
VI
8+50
18.1727
30.20
I Q
VI
8+55
18.3816
30.33
I Q
VI
9+ 0
18.5915
30.47
I Q
V
9+ 5
18.8023
30.61
I Q
V
9+10
19.0141
30.76
I Q
V
9+15
19.2269
30.90
I Q
V
9+20
19.4408
31.05
I Q
V
9+25
19.6556
31.20
I Q
V
9+30
19.8716
31.35
I Q
V
9+35
20.0886
31.51
I Q
V
9+40
20.3066
31.67
I Q
V
9+45
20.5258
31.83
I Q
IV
9+50
20.7462
31.99
I Q
IV
9+55
20.9676
32.16
I Q
IV
10+ 0
21.1903
32.33
I Q
IV
10+ 5
21.4141
32.50
I Q
IV
10+10
21.6392
32.68
I Q
IV
10+15
21.8655
32.86
I Q
IV
10+20
22.0930
33.04 I
Q
IV
10+25
22.3219
33.23 I
Q
I V
10+30
22.5520
33.42 I
Q
I V
10+35
22.7835
33.61 I
Q
I V
10+40
23.0164
33.81 I
Q
I V
10+45
23.2507
34.02 I
Q
I V
10+50
23.4864
34.22 I
Q
I V
10+55
11+ 0
11+ 5
11+10
11+15
11+20
11+25
11+30
11+35
11+40
11+45
11+50
11+55
12+ 0
12+ 5
12+10
12+15
12+20
12+25
12+30
12+35
12+40
12+45
12+50
12+55
13+ 0
13+ 5
13+10
13+15
13+20
13+25
13+30
13+35
13+40
13+45
13+50
13+55
14+ 0
14+ 5
14+10
14+15
14+20
14+25
14+30
14+35
14+40
14+45
14+50
14+55
15+ 0
15+ 5
15+10
15+15
15+20
15+25
15+30
15+35
23.7235
23.9622
24.2024
24.4441
24.6874
24.9324
25.1790
25.4274
25.6775
25.9294
26.1831
26.4388
26.6963
26.9559
27.2165
27.4737
27.7229
27.9648
28.2045
28.4448
28.6869
28.9315
29.1787
29.4287
29.6816
29.9376
30.1967
30.4591
30.7249
30.9943
31.2674
31.5444
31.8256
32.1111
32.4012
32.6963
32.9964
33.3019
33.6131
33.9309
34.2558
34.5883
34.9283
35.2762
35.6324
35.9975
36.3722
36,.7573
37.1537
37.5625
37.9849
38.4226
38.8771
39.3509
39.8421
40.3361
40.8180
34.43 Q
34.65 Q
34.87 Q
35.10 Q
35.33 Q
35.57 Q
35.81 I Q
36.06 Q
36.31 Q
36.58 Q
36.84 Q
37.12 I Q
37.40 I Q
37.69 Q
37.84 Q
37.34 I Q
36.19 Q
35.12 I Q
34.80 I Q
34.89 Q
35.16 I Q
35.51 I Q
35.89 I Q
36.30 Q
36.72 I Q
37.17 I Q
37.62 Q
38.10 Q
38.60 Q
39.12 I Q
39.65 I Q
40.22 Q
40.82 Q
41.46 I Q
42.13 Q
42.84 I Q
43.57 Q
44.36 I Q
45.19 Q
46.14 I Q
47.17 I Q
48.28 I Q
49.37 Q
50.52 I Q
51.72 Q
53.02 I Q
54.40 I Q
55.92 I Q
57.55 I Q
59.36 I Q
61.33 Q
63.55 I Q
65.99 Q
68.80 I Q
71.33 Q
71.73 Q
69.97 Q
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
VI
VI
VI
VI
VI
V
V
V
V
V
IV
IV
IV
Iv
15+40
41.2963
69.44
Q I
I V
15+45
41.7999
73.12
Q I
I V
15+50
42.3549
80.59
I Q I
I V
15+55
42.9905
92.29
QI
I V I
16+ 0
43.7637
112.26
I IQ
I V I
16+ 5
44.8506
157.82
I I Q
I V
16+10
46.6002
254.04
I I I
Q
16+15
48.8532
327.14
I I I
V I Q
16+20
50.9013
297.39
I I
V QI
16+25
52.2049
189.28
I I Q I
V I
16+30
53.0628
124.57
I I Q I
V I
16+35
53.6998
92.49
I QI I
V I
16+40
54.2501
79.90
I Q I I
VI
16+45
54.7463
72.05
I Q I I
VI
16+50
55.1940
65.01
I Q I I
VI
16+55
55.6113
60.59
I Q I I
V
17+ 0
56.0035
56.95
I Q I I
V
17+ 5
56.3747
53.89
I Q I I
V
17+10
56.7271
51.18
I Q I I
V
17+15
57.0631
48.78
I Q I I
V
17+20
57.3845
46.67
I Q I I
V
17+25
57.6934
44.85
I Q I I
IV
17+30
57.9912
43.25
I Q I I
IV
17+35
58.2793
41.83
I Q I I
IV
17+40
58.5585
40.55
I Q I I
IV
17+45
58.8299
39.40
I Q I I
IV
17+50
59.0941
38.36
I Q I I
IV
17+55
59.3516
37.40
I Q I I
I V
18+ 0
59.6031
36.51
I Q I I
I V
18+ 5
59.8499
35.84
I Q I I
I V
18+10
60.0970
35.88
I Q I I
I V
18+15
60.3492
36.63
I Q I I
I V
18+20
60.6066
37.37
I Q I I
V
18+25
60.8643
37.41
I Q I I
I V
18+30
61.1198
37.11
I Q I I
I V
18+35
61.3722
36.65
I Q I I
I V
18+40
61.6213
36.16
I Q I I
I V
18+45
61.8670
35.68
I Q I I
I V
18+50
62.1094
35.21
I Q I I
I V
18+55
62.3488
34.75
I Q I I
I V
19+ 0
62.5852
34.32
I Q I I
I V
19+ 5
62.8187
33.90
I Q I I
I V
19+10
63.0494
33.51
I Q I I
I V
19+15
63.2776
33.13
I Q I I
I V
19+20
63.5032
32.76
I Q I I
I V
19+25
63.7263
32.41
I Q I I
I V
19+30
63.9472
32.06
I Q I I
I V
19+35
64.1658
31.74
I Q I I
I V
19+40
64.3821
31.42
I Q I I
I V
19+45
64.5964
31.11
I Q I I
I V
19+50
64.8087
30.82
I Q I I
I V
19+55
65.0190
30.53
I Q I I
I V
20+ 0
65.2273
30.26
I Q I I
I V
20+ 5
65.4339
29.99
I Q I I
I V
20+10
65.6386
29.73
I Q I I
I V
20+15
65.8416
29.47
I Q I I
I V
20+20
66.0429
29.23
Q
V I
20+25
66.2426
28.99
I
Q I
I I V
20+30
66.4406
28.76
I
Q I
I I V
20+35
66.6372
28.54
I
Q I
I I V
20+40
66.8322
28.32
I
Q I
I V
20+45
67.0257
28.10
I
Q I
I I V
20+50
67.2178
27.89
I
Q I
I I V
20+55
67.4086
27.69
I
Q I
I I V
21+ 0
67.5979
27.49
I
Q I
I V
21+ 5
67.7859
27.30
I
Q I
V
21+10
67.9727
27.11
I
Q I
I I V
21+15
68.1582
26.93
I
Q
V
21+20
68.3424
26.75
I
Q
I I V
21+25
68.5254
26.58
I
Q I
I V
21+30
68.7073
26.41
I
Q I
I I V
21+35
68.8880
26.24
I
Q I
I I V
21+40
69.0676
26.07
I
Q I
I I V
21+45
69.2460
25.91
I
Q I
I I V
21+50
69.4234
25.76
I
Q I
I V
21+55
69.5997
25.60
I
Q I
I I V
22+ 0
69.7750
25.45
I
Q
I V
22+ 5
69.9493
25.31
I
Q I
I I V
22+10
70.1226
25.16
I
Q I
I I V
22+15
70.2949
25.02
I
Q I
I V
22+20
70.4663
24.88
I
Q I
V
22+25
70.6367
24.74
I
Q I
I I V
22+30
70.8062
24.61
I
Q
V
22+35
70.9748
24.48
I
Q
I V
22+40
71.1425
24.35
I
Q
I V
22+45
71.3093
24.22
I
Q I
I V
22+50
71.4753
24.10
I
Q I
I V
22+55
71.6404
23.98
I
Q I
I I V
23+ 0
71.8048
23.86
I
Q
V
23+ 5
71.9683
23.74
I
Q I
I I V
23+10
72.1310
23.63
I
Q
V
23+15
72.2929
23.51
I
Q
I VI
23+20
72.4540
23.40
I
Q I
I VI
23+25
72.6144
23.29
I
Q I
I I VI
23+30
72.7741
23.18
I
Q I
I VI
23+35
72.9330
23.07
I
Q I
I I VI
23+40
73.0912
22.97
I
Q I
I I VI
23+45
73.2487
22.87
I
Q I
I I VI
23+50
73.4055
22.77
I
Q I
I I VI
23+55
73.5616
22.67
I
Q I
I I VI
24+ 0
73.7170
22.57
I
Q I
I I VI
24+ 5
73.8671
21.80
I
Q I
I I VI
24+10
73.9914
18.05
IQ
II VI
24+15
74.0695
11.33
IQ
I
I I VI
24+20
74.1035
4.94
Q
I
I I VI
24+25
74.1167
1.91
Q
I
I I VI
24+30
74.1212
0.66
Q
I
I I VI
24+35
74.1228
0.24
Q
I
I I VI
24+40
-----------------------------------------------------------------------
74.1234
0.08
Q
I
I I VI
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0
Study date 07/06/04
t+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
------------------------------------------------------------------------
San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Allard Engineering, Fontana, California - SIN 643
---------------------------------------------------------------------
JUNIPER DETENTION BASIN
100 YEAR STORM EVENT, AMC III
DEVELOPED CONDITION
FILE NAME: JUNIPERD100
--------------------------------------------------------------------
Storm Event Year = 100
Antecedent Moisture Condition = 3
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
Area averaged rainfall intensity isohyetal data:
Sub -Area
Duration
Isohyetal
(Ac.)
(hours)
(In)
Rainfall
data for
year
10
131.20
1
1.04
--------------------------------------------------------------------
Rainfall
data for
year
2
131.20
6
1.76
--------------------------------------------------------------------
Rainfall
data for
year
2
131.20
24
3.40
--------------------------------------------------------------------
Rainfall
data for
year
100
131.20
1
1.52
--------------------------------------------------------------------
Rainfall
data for
year
100
131.20
6
3.90
--------------------------------------------------------------------
Rainfall
data for
year
100
--------------------------------------------------------------------
131.20
24
9.30
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
******** Area -averaged max loss rate, Fm ********
SCS curve
SCS curve
Area
Area
Fp(Fig C6)
Ap
Fm
No.(AMCII)
NO.(AMC 3)
(Ac.)
Fraction
(In/Hr)
(dec.)
(In/Hr)
56.0
75.8
9.21
0.070
0.440
0.400
0.176
98.0
99.6
121.99
0.930
0.008
0.100
0.001
Area -averaged adjusted loss rate Fm (In/Hr) = 0.013
********* Area -Averaged low loss rate fraction, Yb **********
Area
Area
SCS CN
SCS CN
S
Pervious
(Ac.)
Fract
(AMC2)
(AMC3)
1 -hour factor =
Yield Fr
3.68
0.028
56.0
75.8
3.19
0.681
5.53
0.042
98.0
98.0
0.20
0.974
12.20
0.093
98.0
99.6
0.04
0.995
109.79
0.837
98.0
98.0
0.20
0.974
Area -averaged catchment yield fraction, Y = 0.968
Area -averaged low loss fraction, Yb = 0.032
Direct entry of lag time by user
.....+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Watershed area = 131.20(Ac.)
Catchment Lag time = 0.205 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 40.7100
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.013(In/Hr)
Average low loss rate fraction (Yb) = 0.032 (decimal)
VALLEY DEVELOPED S -Graph Selected
Computed peak 5 -minute rainfall = 0.563(In)
Computed peak 30 -minute rainfall = 1.152(In)
Specified peak 1 -hour rainfall = 1.520(In)
Computed peak 3 -hour rainfall = 2.709(In)
Specified peak 6 -hour rainfall = 3.900(In)
Specified peak 24-hour rainfall = 9.300(In)
Rainfall depth area reduction factors:
Using a total area of 131.20(Ac.) (Ref: fig. E-4)
5 -minute factor
= 0.994
Adjusted
rainfall =
0.559(In)
30 -minute factor
= 0.994
Adjusted
rainfall =
1.145(In)
1 -hour factor =
0.994
Adjusted
rainfall =
1.511(In)
3 -hour factor =
0.999
Adjusted
rainfall =
2.707(In)
6 -hour factor =
1.000
Adjusted
rainfall =
3.898(In)
24-hour factor =
---------------------------------------------------------------------
1.000
Adjusted
rainfall =
9.298(In)
U n i t H y d r o g r a p h
++++++++++++++++++++++++++++++++++++++++++++++++++++++.....++++++++++
Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
---------------------------------------------------------------------
(K = 1586.70 (CFS))
1
3.131
49.674
2
20.244
271.538
3
51.171
490.716
4
79.121
443.478
5
91.793
201.068
6
97.016
82.881
7
98.563
24.546
8
99.296
11.626
9
100.000
11.173
---------------------------------------------------------------------
Peak Unit
Adjusted mass rainfall
Unit rainfall
Number
(In)
(In)
1
0.5591
0.5591
2
0.7377
0.1786
3
0.8676
0.1299
4
0.9735
0.1058
5
1.0643
0.0909
6
1.1449
0.0805
7
1.2177
0.0728
8
1.2845
0.0668
9
1.3464
0.0620
10
1.4044
0.0580
11
1.4590
0.0546
12
1.5107
0.0517
13
1.5762
0.0656
14
1.6395
0.0632
15
1.7006
0.0612
16
1.7599
0.0593
17
1.8174
0.0576
18
1.8734
0.0560
19
1.9280
0.0545
20
1.9812
0.0532
21
2.0331
0.0520
22
2.0840
0.0508
23
2.1337
0.0498
24
2.1825
0.0488
25
2.2303
0.0478
26
2.2772
0.0469
27
2.3233
0.0461
28
2.3686
0.0453
29
2.4131
0.0445
30
2.4569
0.0438
31
2.5000
0.0431
32
2.5425
0.0425
33
2.5844
0.0419
34
2.6257
0.0413
35
2.6664
0.0407
36
2.7066
0.0402
37
2.7459
0.0393
38
2.7847
0.0388
39
2.8230
0.0383
40
2.8609
0.0379
41
2.8984
0.0374
42
2.9354
0.0370
43
2.9719
0.0366
44
3.0081
0.0362
45
3.0439
0.0358
46
3.0793
0.0354
47
3.1144
0.0351
48
3.1491
0.0347
49
3.1835
0.0344
50
3.2175
0.0340
51
3.2512
0.0337
52
3.2846
0.0334
53
3.3177
0.0331
54
3.3505
0.0328
55
3.3831
0.0325
56
3.4153
0.0322
57
3.4473
0.0320
58
3.4790
0.0317
59
3.5104
0.0314
60
3.5416
0.0312
61
3.5726
0.0310
62
3.6033
0.0307
63
3.6338
0.0305
64
3.6640
0.0303
65
3.6941
0.0300
66
3.7239
0.0298
67
3.7535
0.0296
68
3.7828
0.0294
69
3.8120
0.0292
70
3.8410
0.0290
71
3.8698
0.0288
72
3.8984
0.0286
73
3.9323
0.0339
74
3.9660
0.0337
75
3.9995
0.0335
76
4.0328
0.0334
77
4.0660
0.0332
78
4.0991
0.0330
79
4.1319
0.0329
80
4.1647
0.0327
81
4.1972
0.0326
82
4.2296
0.0324
83
4.2619
0.0323
84
4.2940
0.0321
85
4.3260
0.0320
86
4.3579
0.0318
87
4.3896
0.0317
88
4.4211
0.0316
89
4.4526
0.0314
90
4.4839
0.0313
91
4.5151
0.0312
92
4.5461
0.0310
93
4.5770
0.0309
94
4.6078
0.0308
95
4.6385
0.0307
96
4.6691
0.0306
97
4.6995
0.0304
98
4.7298
0.0303
99
4.7600
0.0302
100
4.7901
0.0301
101
4.8201
0.0300
102
4.8500
0.0299
103
4.8797
0.0298
104
4.9094
0.0297
105
4.9389
0.0295
106
4.9684
0.0294
107
4.9977
0.0293
108
5.0270
0.0292
109
5.0561
0.0291
110
5.0851
0.0290
111
5.1141
0.0289
112
5.1429
0.0288
113
5.1717
0.0287
114
5.2003
0.0287
115
5.2289
0.0286
116
5.2573
0.0285
117
5.2857
0.0284
118
5.3140
0.0283
119
5.3422
0.0282
120
5.3703
0.0281
121
5.3983
0.0280
122
5.4262
0.0279
123
5.4541
0.0278
124
5.4819
0.0278
125
5.5095
0.0277
126
5.5371
0.0276
127
5.5646
0.0275
128
5.5921
0.0274
129
5.6194
0.0274
130
5.6467
0.0273
131
5.6739
0.0272
132
5.7010
0.0271
133
5.7281
0.0270
134
5.7550
0.0270
135
5.7819
0.0269
136
5.8088
0.0268
137
5.8355
0.0267
138
5.8622
0.0267
139
5.8888
0.0266
140
5.9153
0.0265
141
5.9418
0.0265
142
5.9682
0.0264
143
5.9945
0.0263
144
6.0207
0.0263
145
6.0469
0.0262
146
6.0730
0.0261
147
6.0991
0.0260
146
6.1251
0.0260
149
6.1510
0.0259
150
6.1768
0.0259
151
6.2026
0.0258
152
6.2284
0.0257
153
6.2540
0.0257
154
6.2796
0.0256
155
6.3052
0.0255
156
6.3306
0.0255
157
6.3560
0.0254
158
6.3814
0.0254
159
6.4067
0.0253
160
6.4319
0.0252
161
6.4571
0.0252
162
6.4822
0.0251
163
6.5073
0.0251
164
6.5323
0.0250
165
6.5572
0.0249
166
6.5821
0.0249
167
6.6070
0.0248
168
6.6318
0.0248
169
6.6565
0.0247
170
6.6812
0.0247
171
6.7058
0.0246
172
6.7303
0.0246
173
6.7548
0.0245
174
6.7793
0.0245
175
6.8037
0.0244
176
6.8281
0.0244
177
6.8524
0.0243
178
6.8766
0.0243
179
6.9008
0.0242
180
6.9250
0.0241
181
6.9491
0.0241
182
6.9731
0.0240
183
6.9971
0.0240
184
7.0211
0.0240
185
7.0450
0.0239
186
7.0688
0.0239
187
7.0926
0.0238
188
7.1164
0.0238
189
7.1401
0.0237
190
7.1638
0.0237
191
7.1874
0.0236
192
7.2110
0.0236
193
7.2345
0.0235
194
7.2580
0.0235
195
7.2814
0.0234
196
7.3048
0.0234
197
7.3281
0.0233
198
7.3514
0.0233
199
7.3747
0.0233
200
7.3979
0.0232
201
7.4211
0.0232
202
7.4442
0.0231
203
7.4673
0.0231
204
7.4904
0.0230
205
7.5134
0.0230
206
7.5363
0.0230
207
7.5592
0.0229
208
7.5821
0.0229
209
7.6050
0.0228
210
7.6278
0.0228
211
7.6505
0.0228
212
7.6732
0.0227
213
7.6959
0.0227
214
7.7185
0.0226
215
7.7411
0.0226
216
7.7637
0.0226
217
7.7862
0.0225
218
7.8087
0.0225
219
7.8311
0.0224
220
7.8535
0.0224
221
7.8759
0.0224
222
7.8982
0.0223
223
7.9205
0.0223
224
7.9428
0.0223
225
7.9650
0.0222
226
7.9872
0.0222
227
8.0093
0.0221
228
8.0314
0.0221
229
8.0535
0.0221
230
8.0755
0.0220
231
8.0975
0.0220
232
8.1195
0.0220
233
8.1414
0.0219
234
8.1633
0.0219
235
8.1852
0.0219
236
8.2070
0.0218
237
8.2288
0.0218
238
8.2505
0.0218
239
8.2722
0.0217
240
8.2939
0.0217
241
8.3156
0.0217
242
8.3372
0.0216
243
8.3588
0.0216
244
8.3803
0.0216
245
8.4019
0.0215
246
8.4234
0.0215
247
8.4448
0.0215
248
8.4662
0.0214
249
8.4876
0.0214
250
8.5090
0.0214
251
8.5303
0.0213
252
8.5516
0.0213
253
8.5729
0.0213
254
8.5941
0.0212
255
8.6153
0.0212
256
8.6365
0.0212
257
8.6576
0.0211
258
8.6787
0.0211
259
8.6998
0.0211
260
8.7208
0.0210
261
8.7419
0.0210
262
8.7628
0.0210
263
8.7838
0.0210
264
8.8047
0.0209
265
8.8256
0.0209
266
8.8465
0.0209
267
8.8673
0.0208
268
8.8882
0.0208
269
8.9089
0.0208
270
8.9297
0.0208
271
8.9504
0.0207
272
8.9711
0.0207
273
8.9918
0.0207
274
9.0124
0.0206
275
9.0330
0.0206
276
9.0536
0.0206
277
9.0742
0.0206
278
9.0947
0.0205
279
9.1152
0.0205
280
9.1357
0.0205
281
9.1561
0.0204
282
9.1765
0.0204
283
9.1969
0.0204
284
9.2173
0.0204
285
9.2376
0.0203
286
9.2579
0.0203
287
9.2782
0.0203
288
9.2985
0.0203
---------------------------------------------------------------------
Unit
Unit
Unit
Effective
Period
Rainfall
Soil -Loss
Rainfall
(number)
---------------------------------------------------------------------
(In)
(In)
(In)
1
0.0203
0.0007
0.0196
2
0.0203
0.0007
0.0196
3
0.0203
0.0007
0.0197
4
0.0204
0.0007
0.0197
5
0.0204
0.0007
0.0198
6
0.0204
0.0007
0.0198
7
0.0205
0.0007
0.0198
8
0.0205
0.0007
0.0199
9
0.0206
0.0007
0.0199
10
0.0206
0.0007
0.0199
11
0.0207
0.0007
0.0200
12
0.0207
0.0007
0.0200
13
0.0208
0.0007
0.0201
14
0.0208
0.0007
0.0201
15
0.0208
0.0007
0.0202
16
0.0209
0.0007
0.0202
17
0.0209
0.0007
0.0203
18
0.0210
0.0007
0.0203
19
0.0210
0.0007
0.0203
20
0.0210
0.0007
0.0204
21
0.0211
0.0007
0.0204
22
0.0211
0.0007
0.0205
23
0.0212
0.0007
0.0205
24
0.0212
0.0007
0.0205
25
0.0213
0.0007
0.0206
26
0.0213
0.0007
0.0206
27
0.0214
0.0007
0.0207
28
0.0214
0.0007
0.0207
29
0.0215
0.0007
0.0208
30
0.0215
0.0007
0.0208
31
0.0216
0.0007
0.0209
32
0.0216
0.0007
0.0209
33
0.0217
0.0007
0.0210
34
0.0217
0.0007
0.021
35
0.0218
0.0007
0.0211
36
0.0218
0.0007
0.0211
37
0.0219
0.0007
0.0212
38
0.0219
0.0007
0.0212
39
0.0220
0.0007
0.0213
40
0.0220
0.0007
0.0213
41
0.0221
0.0007
0.0214
42
0.0221
0.0007
0.0214
43
0.0222
0.0007
0.0215
44
0.0223
0.0007
0.0215
45
0.0223
0.0007
0.0216
46
0.0224
0.0007
0.0216
47
0.0224
0.0007
0.0217
48
0.0225
0.0007
0.0218
49
0.0226
0.0007
0.0218
50
0.0226
0.0007
0.0219
51
0.0227
0.0007
0.0219
52
0.0227
0.0007
0.0220
53
0.0228
0.0007
0.0221
54
0.0228
0.0007
0.0221
55
0.0229
0.0007
0.0222
56
0.0230
0.0007
0.0222
57
0.0230
0.0007
0.0223
58
0.0231
0.0007
0.0223
59
0.0232
0.0007
0.0224
60
0.0232
0.0007
0.0225
61
0.0233
0.0007
0.0226
62
0.0233
0.0008
0.0226
63
0.0234
0.0008
0.0227
64
0.0235
0.0008
0.0227
65
0.0236
0.0008
0.0228
66
0.0236
0.0008
0.0229
67
0.0237
0.0008
0.0229
68
0.0238
0.0008
0.0230
69
0.0239
0.0008
0.0231
70
0.0239
0.0008
0.0231
71
0.0240
0.0008
0.0232
72
0.0240
0.0008
0.0233
73
0.0241
0.0008
0.0234
74
0.0242
0.0008
0.0234
75
0.0243
0.0008
0.0235
76
0.0244
0.0008
0.0236
77
0.0245
0.0008
0.0237
76
0.0245
0.0008
0.0237
79
0.0246
0.0008
0.0238
80
0.0247
0.0008
0.0239
81
0.0248
0.0008
0.0240
82
0.0248
0.0008
0.0240
83
0.0249
0.0008
0.0241
84
0.0250
0.0008
0.0242
85
0.0251
0.0008
0.0243
86
0.0252
0.0008
0.0244
87
0.0253
0.0008
0.0245
88
0.0254
0.0008
0.0245
89
0.0255
0.0008
0.0247
90
0.0255
0.0008
0.0247
91
0.0257
0.0008
0.0248
92
0.0257
0.0008
0.0249
93
0.0259
0.0008
0.0250
94
0.0259
0.0008
0.0251
95
0.0260
0.0008
0.0252
96
0.0261.
0.0008
0.0253
97
0.0263
0.0008
0.0254
98
0.0263
0.0008
0.0255
99
0.0265
0.0009
0.0256
100
0.0265
0.0009
0.0257
101
0.0267
0.0009
0.0258
102
0.0267
0.0009
0.0259
103
0.0269
0.0009
0.0260
104
0.0270
0.0009
0.0261
105
0.0271
0.0009
0.0262
106
0.0272
0.0009
0.0263
107
0.0274
0.0009
0.0265
108
0.0274
0.0009
0.0266
109
0.0276
0.0009
0.0267
110
0.0277
0.0009
0.0268
111
0.0278
0.0009
0.0270
112
0.0279
0.0009
0.0270
113
0.0281
0.0009
0.0272
114
0.0282
0.0009
0.0273
115
0.0284
0.0009
0.0275
116
0.0285
0.0009
0.0275
117
0.0287
0.0009
0.0277
118
0.0287
0.0009
0.0278
119
0.0289
0.0009
0.0280
120
0.0290
0.0009
0.0281
121
0.0292
0.0009
0.0283
122
0.0293
0.0009
0.0284
123
0.0295
0.0010
0.0286
124
0.0297
0.0010
0.0287
125
0.0299
0.0010
0.0289
126
0.0300
0.0010
0.0290
127
0.0302
0.0010
0.0292
128
0.0303
0.0010
0.0293
129
0.0306
0.0010
0.0296
130
0.0307
0.0010
0.0297
131
0.0309
0.0010
0.0299
132
0.0310
0.0010
0.0300
133
0.0313
0.0010
0.0303
134
0.0314
0.0010
0.0304
135
0.0317
0.0010
0.0307
136
0.0316
0.0010
0.0308
137
0.0321
0.0010
0.0311
138
0.0323
0.0010
0.0312
139
0.0326
0.0010
0.0315
140
0.0327
0.0011
0.0317
141
0.0330
0.0011
0.0320
142
0.0332
0.0011
0.0321
143
0.0335
0.0011
0.0324
144
0.0337
0.0011
0.0326
145
0.0286
0.0009
0.0277
146
0.0288
0.0009
0.0279
147
0.0292
0.0009
0.0282
148
0.0294
0.0009
0.0284
149
0.0298
0.0010
0.0288
150
0.0300
0.0010
0.0291
151
0.0305
0.0010
0.0295
152
0.0307
0.0010
0.0297
153
0.0312
0.0010
0.0302
154
0.0314
0.0010
0.0304
155
0.0320
0.0010
0.0309
156
0.0322
0.0010
0.0312
157
0.0328
0.0011
0.0318
158
0.0331
0.0011
0.0320
159
0.0337
0.0011
0.0326
160
0.0340
0.0011
0.0329
161
0.0347
0.0011
0.0336
162
0.0351
0.0011
0.0340
163
0.0358
0.0011
0.0347
164
0.0362
0.0011
0.0351
165
0.0370
0.0011
0.0359
166
0.0374
0.0011
0.0363
167
0.0383
0.0011
0.0372
168
0.0388
0.0011
0.0377
169
0.0402
0.0011
0.0391
170
0.0407
0.0011
0.0396
171
0.0419
0.0011
0.0408
172
0.0425
0.0011
0.0414
173
0.0438
0.0011
0.0427
174
0.0445
0.0011
0.0434
175
0.0461
0.0011
0.0450
176
0.0469
0.0011
0.0458
177
0.0488
0.0011
0.0477
178
0.0498
0.0011
0.0487
179
0.0520
0.0011
0.0509
180
0.0532
0.0011
0.0521
181
0.0560
0.0011
0.0549
182
0.0576
0.0011
0.0565
183
0.0612
0.0011
0.0601
184
0.0632
0.0011
0.0621
185
0.0517
0.0011
0.0506
186
0.0546
0.0011
0.0535
187
0.0620
0.0011
0.0609
188
0.0668
0.0011
0.0657
189
0.0805
0.0011
0.0794
190
0.0909
0.0011
0.0898
191
0.1299
0.0011
0.1288
192
0.1786
0.0011
0.1775
193
0.5591
0.0011
0.5580
194
0.1058
0.0011
0.1047
195
0.0728
0.0011
0.0717
196
0.0580
0.0011
0.0569
197
0.0656
0.0011
0.0645
198
0.0593
0.0011
0.0582
199
0.0545
0.0011
0.0535
200
0.0508
0.0011
0.0497
201
0.0478
0.0011
0.0467
202
0.0453
0.0011
0.0442
203
0.0431
0.0011
0.0420
204
0.0413
0.0011
0.0402
205
0.0393
0.0011
0.0382
206
0.0379
0.0011
0.0368
207
0.0366
0.0011
0.0355
208
0.0354
0.0011
0.0343
209
0.0344
0.0011
0.0333
210
0.0334
0.0011
0.0323
211
0.0325
0.0010
0.0315
212
0.0317
0.0010
0.0307
213
0.0310
0.0010
0.0300
214
0.0303
0.0010
0.0293
215
0.0296
0.0010
0.0286
216
0.0290
0.0009
0.0281
217
0.0339
0.0011
0.0328
218
0.0334
0.0011
0.0323
219
0.0329
0.0011
0.0318
220
0.0324
0.0010
0.0314
221
0.0320
0.0010
0.0310
222
0.0316
0.0010
0.0306
223
0.0312
0.0010
0.0302
224
0.0308
0.0010
0.0298
225
0.0304
0.0010
0.0295
226
0.0301
0.0010
0.0291
227
0.0298
0.0010
0.0288
228
0.0294
0.0009
0.0285
229
0.0291
0.0009
0.0282
230
0.0288
0.0009
0.0279
231
0.0286
0.0009
0.0276
232
0.0283
0.0009
0.0274
233
0.0280
0.0009
0.0271
234
0.0278
0.0009
0.0269
235
0.0275
0.0009
0.0266
236
0.0273
0.0009
0.0264
237
0.0270
0.0009
0.0262
238
0.0268
0.0009
0.0260
239
0.0266
0.0009
0.0257
240
0.0264
0.0008
0.0255
241
0.0262
0.0008
0.0253
242
0.0260
0.0008
0.0251
243
0.0258
0.0008
0.0250
244
0.0256
0.0008
0.0248
245
0.0254
0.0008
0.0246
246
0.0252
0.0008
0.0244
247
0.0251
0.0008
0.0243
248
0.0249
0.0008
0.0241
249
0.0247
0.0008
0.0239
250
0.0246
0.0008
0.0238
251
0.0244
0.0008
0.0236
252
0.0243
0.0008
0.0235
253
0.0241
0.0008
0.0233
254
0.0240
0.0008
0.0232
255
0.0238
0.0008
0.0230
256
0.0237
0.0008
0.0229
257
0.0235
0.0008
0.0228
258
0.0234
0.0008
0.0226
259
0.0233
0.0007
0.0225
260
0.0231
0.0007
0.0224
261
0.0230
0.0007
0.0223
262
0.0229
0.0007
0.0221
263
0.0228
0.0007
0.0220
264
0.0226
0.0007
0.0219
265
0.0225
0.0007
0.0218
266
0.0224
0.0007
0.0217
267
0.0223
0.0007
0.0216
268
0.0222
0.0007
0.0215
269
0.0221
0.0007
0.0214
270
0.0220
0.0007
0.0213
271
0.0219
0.0007
0.0212
272
0.0218
0.0007
0.0211
273
0.0217
0.0007
0.0210
274
0.0216
0.0007
0.0209
275
0.0215
0.0007
0.0208
276
0.0214
0.0007
0.0207
277
0.0213
0.0007
0.0206
278
0.0212
0.0007
0.0205
279
0.0211
0.0007
0.0204
280
0.0210
0.0007
0.0203
281
0.0209
0.0007
0.0202
282
0.0208
0.0007
0.0201
283
0.0207
0.0007
0.0201
284
0.0206
0.0007
0.0200
285
0.0206
0.0007
0.0199
286
0.0205
0.0007
0.0198
287
0.0204
0.0007
0.0197
288
0.0203
0.0007
0.0197
--------------------------------------------------------------------
Total soil rain loss = 0.25(In)
Total effective rainfall = 9.05(In)
Peak flow rate in flood hydrograph = 421.30(CFS)
---------------------------------------------------------------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
Hydrograph in 5 Minute intervals ((CFS))
--------------------------------------------------------------------
Time(h+m)
Volume Ac.Ft
Q(CFS)
0 125.0 250.0 375.0 500.0
-----------------------------------------------------------------------
0+ 5
0.0067
0.97
Q
0+10
0.0501
6.30
Q
0+15
0.1598
15.93
VQ
0+20
0.3296
24.65
VQ
0+25
0.5268
28.64
V Q
0+30
0.7357
30.32
V Q
0+35
0;9482
30.86
V Q
0+40
1.1628
31.15
V Q
0+45
1.3792
31.43
V Q
0+50
1.5962
31.50
V Q
0+55
1.8135
31.56
V Q
1+ 0
2.0313
31.62
V Q
1+ 5
2.2496
31.69
V Q
1+10
2.4682
31.75
V Q
1+15
2.6874
31.82
IVQ
1+20
2.9070
31.89
JVQ
1+25
3.1270
31.95
IVQ
1+30
3.3475
32.02
IVQ
1+35
3.5685
32.09
IVQ
1+40
3.7900
32.15
IVQ
1+45
4.0119
32.22
IVQ
1+50
4.2343
32.29
IVQ
1+55
4.4572
32.36
IVQ
2+ 0
4.6805
32.43
IVQ
2+ 5
4.9044
32.50
IVQ
2+10
5.1287
32.57
I Q
2+15
5.3536
32.65
I Q
2+20
5.5789
32.72
I Q
2+25
5.8047
32.79
I Q
2+30
6.0311
32.87
I Q
2+35
6.2580
32.94
( Q
2+40
6.4853
33.02
I Q
2+45
6.7132
33.09
I Q
2+50
6.9417
33.17
I Q
2+55
7.1706
33.24
I Q
3+ 0
7.4001
33.32
I Q
3+ 5
7.6301
33.40
I QV
3+10
7.8607
33.48
I QV
3+15
8.0918
33.56
I QV
3+20
8.3235
33.64
I QV
3+25
8.5557
33.72
QV
3+30
8.7885
33.80
I QV
3+35
9.0219
33.88
QV
3+40
9.2558
33.97
I QV
3+45
9.4904
34.05
I QV
3+50
9.7255
34.14
I QV
3+55
9.9612
34.22
I Q'V
4+ 0
10.1974
34.31
I Q V
4+ 5
10.4343
34.40
I Q V
4+10
10.6718
34.48
I Q V
4+15
10.9099
34.57
I Q V
4+20
11.1487
34.66
I Q V
4+25
11.3880
34.75
I Q V
4+30
11.6280
34.85
I Q V
4+35
11.8686
34.94
I Q V
4+40
12.1099
35.03
I Q V
4+45
12.3518
35.12
I Q V
4+50
12.5943
35.22
I Q V
4+55
12.8375
35.32
I Q V
5+ 0
13.0814
35.41
I Q V
5+ 5
13.3260
35.51
I Q V
5+10
13.5712
35.61
I Q V
5+15
13.8172
35.71
I Q V
5+20
14.0638
35.81
I Q V
5+25
14.3111
35.91
I Q V
5+30
14.5592
36.02
I Q V
5+35
14.8080
36.12
I Q V
5+40
15.0574
36.23
I Q V
5+45
15.3077
36.33
I Q V
5+50
15.5586
36.44
I Q V
5+55
15.8104
36.55
I Q V
6+ 0
16.0628
36.66
I Q V
6+ 5
16.3161
36.77
Q V
6+10
16.5701
36.88
I Q
V
6+15
16.8249
37.00
I Q
V
6+20
17.0805
37.11
I Q
V
6+25
17.3369
37.23
I Q
V
6+30
17.5941
37.35
I Q
V
6+35
17.8522
37.47
I Q
V
6+40
18.1110
37.59
I Q
V
6+45
18.3707
37.71
I Q
V
6+50
18.6313
37.83
I Q
V
6+55
18.8927
37.96
I Q
V
7+ 0
19.1550
38.09
I Q
V
7+ 5
19.4182
38.21
I Q
V
7+10
19.6823
38.34
I Q
V
7+15
19.9473
38.47
I Q
V
7+20
20.2132
38.61
I Q
V
7+25
20.4800
38.74
I Q
V
7+30
20.7477
38.88
I Q
V
7+35
21.0165
39.02
I Q
V
7+40
21.2862
39.16
I Q
V
7+45
21.5568
39.30
I Q
V
7+50
21.8285
39.45
I Q
V
7+55
22.1011
39.59
I Q
V
8+ 0
22.3748
39.74
I Q
VI
8+ 5
22.6495
39.89
I Q
VI
8+10
22.9253
40.04
I Q
VI
8+15
23.2021
40.20
I Q
VI
8+20
23.4801
40.35
I Q
VI
8+25
23.7591
40.51
I Q
VI
8+30
24.0392
40.67
I Q
VI
8+35
24.3204
40.84
I Q
VI
8+40
24.6028
41.00
I Q
VI
8+45
24.8863
41.17 I
Q
V
8+50
25.1711
41.34 I
Q
V
8+55
25.4570
41.52 I
Q
V
9+ 0
25.7441
41.69 I
Q
V
9+ 5
26.0325
41.87 I
Q
V
9+10
26.3221
42.05 I
Q
V
9+15
26.6130
42.24 I
Q
V
9+20
26.9052
42.43 I
Q
V
9+25
27.1987
42.62 I
Q
IV
9+30
27.4936
42.81 I
Q
IV
9+35
27.7898
43.01 I
Q
IV
9+40
28.0874
43.21 I
Q
IV
9+45
28.3864
43.42 I
Q
IV
9+50
28.6869
43.63 I
Q
IV
9+55
28.9888
43.84 I
Q
IV
10+ 0
29.2922
44.05 I
Q
IV
10+ 5
29:.5971
44.27 I
Q
IV
10+10
29.9036
44.50 I
Q
I V
10+15
30.2116
44.72 I
Q
I V
10+20
30.5212
44.96 I
Q
I V
10+25
30.8325
45.19 I
Q
I V
10+30
31.1454
45.44 I
Q
I V
10+35
31.4600
45.68 I
Q
I V
10+40
31.7764
45.94 I
Q
I V
10+45
32.0945
46.19 I
Q
I V
10+50
32.4144
46.46 I
Q
I V
10+55
32.7362
46.72
I Q
I V
11+ 0
33.0599
47.00
I Q
I V
11+ 5
33.3855
47.27
I Q
I V
11+10
33.7130
47.56
I Q
I V
11+15
34.0426
47.85
I Q
I V
11+20
34.3742
48.15
I Q
I V
11+25
34.7079
48.46
I Q
I V
11+30
35.0438
48.77
I Q
V
11+35
35.3819
49.09
I Q
I V
11+40
35.7223
49.42
I Q
I V
11+45
36.0650
49.76
I Q
I V
11+50
36.4100
50.10
Q
V
11+55
36.7575
50.46
I Q
V
12+ 0
37.1076
50.82
I Q
V
12+ 5
37.4583
50.93
I Q
I V
12+10
37.8019
49.89
I Q
V
12+15
38.1304
47.70
I Q
I V
12+20
38.4458
45.79
I Q
I V
12+25
38.7569
45.17
I Q
I V
12+30
39.0681
45.19
I Q
V
12+35
39.3817
45.54
I Q
I V
12+40
39.6983
45.97 I
Q
V
12+45
40.0180
46.42 I
Q
V
12+50
40.3414
46.95 I
Q
V
12+55
40.6684
47.49 I
Q
V
13+ 0
40.9995
48.07 I
Q
V
13+ 5
41.3345
48.65 I
Q
V
13+10
41.6738
49.27 I
Q I
V
13+15
42.0175
49.90 I
Q I
V
13+20
42.3658
50.57 I
Q I
V
13+25
42.7188
51.26 I
Q
V
13+30
43.0769
51.99
Q
V
13+35
43.4402
52.76 I
Q I
V
13+40
43.8092
53.58
Q
V
13+45
44.1841
54.43 I
Q
V
13+50
44.5651
55.33
Q
V
13+55
44.9527
56.27 I
Q
V
14+ 0
45.3471
57.27
Q I
V
14+ 5
45.7488
58.33 I
Q I
V
14+10
46.1589
59.54 I
Q I
V
14+15
46.5781
60.87
Q I
V
14+20
47.0070
62.28 I
Q I
VI
14+25
47.4455
63.67 I
Q I
VI
14+30
47.8940
65.13 I
Q I
VI
14+35
48.3531
66.65 I
Q I
VI
14+40
48.8235
68.31 I
Q I
VI
14+45
49.3061
70.07 I
Q I
VI
14+50
49.8020
72.00 I
Q I
V
14+55
50.3122
74.08 I
Q I
V
15+ 0
50.8383
76.39 I
Q I
V
15+ 5
51.3817
78.90 I
Q I
V
15+10
51.9445
81.72 I
Q I
IV
15+15
52.5288
84.84 I
Q I
IV
15+20
53.1376
88.40 I
Q I
IV
15+25
53.7685
91.60 I
Q I
IV
15+30
54.4010
91.84 I
Q I
I V
15+35
55.0154
89.21 I
Q I
I V
15+40
55.6252
88.55
Q I
I V
15+45
56.2688
93.45
Q I
I V
15+50
56.9787
103.07
I Q I
I V
15+55
57.7928
118.21
I QI
I V
16+ 0
58.7841
143.94
I IQ
I V I
16+ 5
60.1826
203.06
I I
Q I V I
16+10
62.4452
328.53
I I
I VQ I I
16+15
65.3467
421.30
I I
I V I Q
16+20
67.9044
371.39
I I
I V QI
16+25
69.5042
232.29
I I
Q I V
16+30
70.5667
154.27
I I Q
I V
16+35
71.3629
115.61
I QI
I V I
16+40
72.0692
102.55
I Q I
I VI
16+45
72.7217
94.74
I Q I
I VI
16+50
73.2963
83.43
I Q I
I VI
16+55
73.8313
77.68
I Q I
I VI
17+ 0
74.3344
73.06
I Q I
I V
17+ 5
74.8115
69.27
I Q I
I V
17+10
75.2648
65.82
I Q I
I V
17+15
75.6971
62.77
I Q I
I V
17+20
76.1110
60.10
I Q I
I V
17+25
76.5090
57.79
I Q I
I V
17+30
76.8931
55.76
I Q I
I IV
17+35
77.2647
53.96
I Q I
I IV
17+40
77.6251
52.33
I Q I
I IV
17+45
77.9754
50.87
I Q I
I IV
17+50
78.3166
49.53
I Q I
I IV
17+55
78.6492
48.30
I Q I
I IV
18+ 0
78.9740
47.17
I Q I
I IV
18+ 5
79.2934
46.37
I Q I
I I V
18+10
79.6159
46.82
I Q I
I I V
18+15
79.9499
48.50
I Q I
I I V
18+20
80.2942
50.00 I
Q I
I I V
18+25
80.6405
50.28 I
Q I
I I V
18+30
80.9847
49.99 I
Q I
I I V
18+35
81.3251
49.42 I
Q I
I I V
18+40
81.6614
48.83 I
Q I
I I V
18+45
81.9938
48.26 I
Q I
I I V
18+50
82.3220
47.66 I
Q I
I I V
18+55
82.6464
47.09 I
Q I
I I V
19+ 0
82.9670
46.55 I
Q I
I I V
19+ 5
83.2839
46.02 I
Q I
I I V
19+10
83.5974
45.52 I
Q I
I I V
19+15
83.9076
45.04 I
Q I
I I V
19+20
84.2146
44.58 I
Q I
I I V
19+25
84.5185
44.13 I
Q I
I I V
19+30
84.8195
43.70 I
Q I
I I V
19+35
85.1176
43.28 I
Q I
I I V
19+40
85.4129
42.88 I
Q I
I I V
19+45
85.7055
42.49 I
Q I
I I V
19+50
85.9956
42.12 I
Q I
I I V
19+55
86.2831
41.75 I
Q I
I I V
20+ 0
86.5683
41.40 I
Q I
I I V
20+ 5
86.8510
41.06 I
Q I
I V
20+10
87.1315
40.73 I
Q I
I I V
20+15
87.4098
40.40 I
Q I
I I V
20+20
87.6859
40.09
Q
V
20+25
87.9599
39.79
I
Q I
I I V
20+30
88.2319
39.49
I
Q I
V
20+35
88.5019
39.21
I
Q I
I I V
20+40
88.7700
38.93
I
Q I
I V
20+45
89.0362
38.65
I
Q I
I I V
20+50
89.3006
38.39
I
Q
I V
20+55
89.5631
38.13
I
Q I
I V
21+ 0
89.8240
37.87
I
Q
I V
21+ 5
90.0831
37.63
I
Q I
I I V
21+10
90.3406
37.39
I
Q
I V
21+15
90.5965
37.15
I
Q I
V
21+20
90.8507
36.92
I
Q I
I I V
21+25
91.1035
36.70
I
Q I
I I V
21+30
91.3547
36.48
I
Q I
I I V
21+35
91.6044
36.26
Q I
I V
21+40
91.8527
36.05
I
Q I
V
21+45
92.0995
35.84
I
Q I
I V
21+50
92.3450
35.64
I
Q I
I I V
21+55
92.5891
35.44
I
Q
V
22+ 0
92.8319
35.25
I
Q I
I I V
22+ 5
93.0733
35.06
I
Q
I V
22+10
93.3135
34.87
I
Q I
V
22+15
93.5524
34.69
I
Q
I I V
22+20
93.7901
34.51
I
Q
I V
22+25
94.0266
34.34
I
Q
I V
22+30
94.2619
34.16
I
Q I
I I V
22+35
94.4960
33.99
I
Q I
I I V
22+40
94.7290
33.83
I
Q
I I V
22+45
94.9608
33.66
I
Q I
I V
22+50
95.1916
33.50
I
Q
V
22+55
95.4212
33.35
I
Q I
V
23+ 0
95.6498
33.19
I
Q I
V
23+ 5
95.8774
33.04
I
Q I
I V
23+10
96.1039
32.89
I
Q I
V
23+15
96.3294
32.74
I
Q I
I I V
23+20
96.5539
32.60
I
Q
I VI
23+25
96.7774
32.45
I
Q I
I I VI
23+30
96.9999
32.31
I
Q I
I I VI
23+35
97.2215
32.18
I
Q I
I I VI
23+40
97.4422
32.04
I
Q I
I I VI
23+45
97.6619
31.91
I
Q I
I I VI
23+50
97.8808
31.77
I
Q I
I I VI
23+55
98.0967
31.64
I
Q I
I I VI
24+ 0
98.3157
31.52
I
Q I
I I VI
24+ 5
98.5252
30.42
I
Q I
I I VI
24+10
98.6973
24.98
IQ
I
I I VI
24+15
98.8025
15.27
IQ
I
I I VI
24+20
98.8474
6.53
Q
I
I I VI
24+25
98.8651
2.57
Q
I
I I VI
24+30
98.8715
0.93
Q
I
I I VI
24+35
98.8746
0.45
Q
I
I I VI
24+40
-----------------------------------------------------------------------
98.8761
0.22
Q
I
I I V
D) Orifice and weir calculations
»»CHANNEL INPUT INFORMATION««
CHANNEL Z1(HORIZONTAL/VERTICAL) = 0.00
Z2(HORIZONTAL/VERTICAL) = 0.00
BASEWIDTH(FEET) = 4.00
CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.005000
UNIFORM FLOW(CFS) = 86.00
MANNINGS FRICTION FACTOR = 0.0150
NORMAL -DEPTH FLOW INFORMATION:
»»> NORMAL DEPTH(FEET) = 2.78
FLOW TOP-WIDTH(FEET) = 4.00
FLOW AREA(SQUARE FEET) = 11.10
HYDRAULIC DEPTH(FEET) = 2.78
FLOW AVERAGE VELOCITY(FEET/SEC.) = 7.75
UNIFORM FROUDE NUMBER = 0.820
PRESSURE + MOMENTUM(POUNDS) = 2252.31
AVERAGED VELOCITY HEAD(FEET) = 0.932
SPECIFIC ENERGY(FEET) = 3.707
CRITICAL -DEPTH FLOW INFORMATION:
CRITICAL FLOW TOP-WIDTH(FEET) = 4.00
CRITICAL FLOW AREA(SQUARE FEET) = 9.72
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 2.43
CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 8.85
CRITICAL DEPTH(FEET) = 2.43
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 2211.48
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 1.215
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 3.646
a
»»CHANNEL INPUT INFORMATION««
CHANNEL Zl (HORIZONTAL/VERTICAL) = 0.00
Z2(HORIZONTAL/VERTICAL) = 0.00
BASEWIDTH(FEET) = 3.00
CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.005000
UNIFORM FLOW(CFS) = 32.00
MANNINGS FRICTION FACTOR = 0.0150
NORMAL -DEPTH FLOW INFORMATION:
»»> NORMAL DEPTH(FEET) = 1.75
FLOW TOP-WIDTH(FEET) = 3.00
FLOW AREA(SQUARE FEET) = 5.26
HYDRAULIC DEPTH(FEET) = 1.75
FLOW AVERAGE VELOCITY(FEET/SEC.) = 6.09
UNIFORM FROUDE NUMBER= 0.810
PRESSURE + MOMENTUM(POUNDS) = 664.95
AVERAGED VELOCITY HEAD(FEET) = 0.575
SPECIFIC ENERGY(FEET) = 2.328
CRITICAL -DEPTH FLOW INFORMATION:
CRITICAL FLOW TOP-WIDTH(FEET) = 3.00
CRITICAL FLOW AREA(SQUARE FEET) = 4.57
CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.52
CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 7.01
CRITICAL DEPTH(FEET) = 1.52
CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 651.43
AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.762
CRITICAL FLOW SPECIFIC ENERGY(FEET) = 2.285
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civil engineering land surveying land planning
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ALLARD ENGINEERING DESCRIPTION
civil engineering land surveying land planning
JOB # SHEET 2 OF
DESIGNED BY DATE
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(909) 356-1815 - (909) 356-1825
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ALLARD ENGINEERING DESCRIPTION
civil engineering land surveying land planning
B253 Sierra Avenue Fontana, CA 92336
(909) 356-1815 • (909) 356.1825
vJa.i c r�r�
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IE) Ostend®n Basin Routing (2, 10,
25, and 100- Year)
5%
PREPARED FOR:
CITY OF FONTANA
8353 SIERRA AVENUE
FONTANA, CA 92335
(909) 350-7610
ju
PRELIMINARY INTERIM
JUNIPER AVENUE
DETENTION BASIN
Prepared By:
ALLARD ENGINEERING
Civil Engineering - Land Surveying - Land Planning
8253 Sierra Avenue
Fontana, California 92335
(909) 356-1815 Fax (909) 356-1795
SEPTEMBER 09, 2004
-Mk4.&—g
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2001
Study date: 07/07/04
JUNIPER DETENTION BASIN
2 YEAR STORM EVENT, AMC III
DEVELOPED CONDITION
FILE NAME: JUNIPERD02
--------------------------------------------------------------------
Allard Engineering, Fontana, California - SIN 643
--------------------------------------------------------------------
********************* HYDROGRAPH INFORMATION **********************
From study/file name: juniperd02.rte
****************************HYDROGRAPH DATA****************************
Number of intervals = 297
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 175.208 (CFS)
Total volume = 33.514 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 20.000
**** RETARDING BASIN ROUTING ****
User entry of depth -outflow -storage data
--------------------------------------------------------------------
Total number of inflow hydrograph intervals = 297
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
--------------------------------------------------------------------
--------------------------------------------------------------------
Initial basin
depth =
0.00 (Ft.)
Initial basin
storage
= 0.00
(Ac.Ft)
Initial basin
---------------------------------------------------------------------
outflow
= 0.00 (CFS)
--------------------------------------------------------------------
Depth vs. Storage and
Depth vs. Discharge
data:
Basin Depth
Storage
Outflow
(S-O*dt/2)
(S+0*dt/2)
(Ft.)
---------------------------------------------------------------------
(Ac.Ft)
(CFS)
(Ac.Ft)
(Ac.Ft)
0.000
0.000
0.000
0.000
0.000
0.500
0.090
1.570
0.085
0.095
1.500
0.890
5.200
0.872
0.908
2.500
2.930
7.500
2.904
2.956
3.500
5.710
9.340
5.678 5.742
4.500
8.640
12.250
8.598 8.682
5.500
11.670
18.890
11.605 11.735
6.500
14.820
27.720
14.725 14.915
7.500
18.080
38.260
17.948 18.212
8.500
21.460
49.950
21.288 21.632
9.500
24.950
65.900
24.723 25.177
10.500
28.560
92.260
28.242 28.878
11.250
32.380
124.930
31.950 32.810
--------------------------------------------------------------------
---------------------------------------------------------------------
Hydrograph
Detention
Basin Routing
Graph values:
'I'= unit
inflow;
101=outflow at time shown
---------------------------------------------------------------------
Time
Inflow
Outflow
Storage
Depth
(Hours)
(CFS)
(CFS)
(AC.Ft) .0
43.8 87.60 131.41
175.21 (Ft.)
0.083
0.22
0.01
0.001 0
I
0.00
0.167
1.37
0.10
0.006 0
I
I 0.03
0.250
3.51
0.37
0.021 0
I I
0.12
0.333
5.82
0.85
0.049 OI
I
I 0.27
0.417
7.03
1.49
0.085 OI
I 0.47
0.500
7.57
1.73
0.124 OI
I 0.54
0.583
7.80
1.91
0.165 OI
I
0.59
0.667
7.89
2.09
0.205 OI
0.64
0.750
7.96
2.27
0.245 OI
I
0.69
0.833
8.02
2.45
0.283 OI
0.74
0.917
8.04
2.62
0.321 OI
I I
0.79
1.000
8.06
2.79
0.358 01
I I
I 0.84
1.083
8.09
2.95
0.394 OI
I
0.88
1.167
8.11
3.11
0.429 OI
0.92
1.250
8.13
3.26
0.463 OI
I
I 0.97
1.333
8.16
3.41
0.496 OI
I
1.01
1.417
8.18
3.56
0.528 OI
I 1.05
1.500
8.21
3.70
0.560 OI
1.09
1.583
8.23
3.84
0.590 OI
1.13
1.667
8.25
3.98
0.620 OI
I I
1.16
1.750
8.28
4.11
0.649 OI
I
1.20
1.833
8.30
4.24
0.678 OI
1.23
1.917
8.33
4.36
0.705 OI
1.27
2.000
8.36
4.48
0.732 OI
I I
1.30
2.083
8.38
4.60
0.759 OI
I
I 1.34
2.167
8.41
4.72
0.784 OI
I I I
I 1.37
2.250
8.43
4.83
0.809 OI
I 1.40
2.333
8.46
4.95
0.834 OI
I
1.43
2.417
8.49
5.05
0.858 01
I
1.46
2.500
6.51
5.16
0.881 OI
1.49
2.583
8.54
5.22
0.904 OI
I
I 1.51
2.667
8.57
5.24
0.927 OI
1.52
2.750
8.59
5.27
0.950 OI
I
1.53
2.833
8.62
5.29
0.973 OI
I
1.54
2.917
8.65
5.32
0.996 OI
1.55
3.000
8.68
5.35
1.019 OI
I
1.56
3.083
8.71
5.37
1.042 OI
I
I 1.57
3.167
8.74
5.40
1.065 DI
I
I 1.59
3.250
8.77
5.42
1.088 OI
I I
1.60
3.333
8.80
5.45
1.111 OI
1.61
3.417
8.83
5.47
1.134
OI 1 1
1 1 1.62
3.500
8.86
5.50
1.157
IO I I
1 I 1.63
3.583
8.89
5.53
1.180
10 1 I
I I 1.64
3.667
8.92
5.55
1.203
10 1 I
1 1 1.65
3.750
8.95
5.58
1.226
IO 1 1
1 I 1.66
3.833
8.98
5.61
1.250
IO 1 I
I 1 1.68
3.917
9.01
5.63
1.273
10 I 1
1 1 1.69
4.000
9.04
5.66
1.296
10 1 I
I I 1.70
4.083
9.07
5.68
1.319
10 I
I 1.71
4.167
9.11
5.71
1.343
10 I
I 1.72
4.250
9.14
5.74
1.366
IO I
I I 1.73
4.333
9.17
5.76
1.390
IO I I
1 I 1.74
4.417
9.21
5.79
1.413
IO 1
I 1.76
4.500
9.24
5.82
1.437
IO 1
I 1.77
4.583
9.28
5.84
1.460
IO I I1
1.78
4.667
9.31
5.87
1.484
10 1 1
1 1 1.79
4.750
9.35
5.90
1.508
10 1 1
1 1 1.80
4.833
9.38
5.92
1.532
10
I 1.81
4.917
9.42
5.95
1.555
IO
I 1.83
5.000
9.45
5.98
1.579
IO 1 1
I 1 1.84
5.083
9.49
6.00
1.603
10 1 1
1 1 1.85
5.167
9.53
6.03
1.627
10 I I
I I 1.86
5.250
9.57
6.06
1.651
10
1 1.87
5.333
9.60
6.09
1.676
IO
1 1.89
5.417
9.64
6.11
1.700
10 1 1
I 1.90
5.500
9.68
6.14
1.724
IO I 1
I 1 1.91
5.583
9.72
6.17
1.749
10 1 1
1 1 1.92
5.667
9.76
6.20
1.773
10 I 1
I 1 1.93
5.750
9.80
6.22
1.798
10 1 1I
I 1.95
5.833
9.84
6.25
1.822
IO 1I
I1 1.96
5.917
9.88
6.28
1.847
IO 1
1 1.97
6.000
9.93
6.31
1.872
10 1 I
I 1 1.98
6.083
9.97
6.34
1.897
10 1 1
1 1 1.99
6.167
10.01
6.36
1.922
10 1 1
1 2.01
6.250
10.05
6.39
1.947
IO 1 1
1 2.02
6.333
10.10
6.42
1.973
10 I 1
1 I 2.03
6.417
10.14
6.45
1.998
10 1 1
1 1 2.04
6.500
10.19
6.48
2.023
IO 1 1
1 1 2.06
6.583
10.23
6.51
2.049
10 I 1I
2.07
6.667
10.28
6.54
2.075
IO I 1
2.08
6.750
10.33
6.56
2.101
10 1 1
1 1 2.09
6.833
10.37
6.59
2.127
IO 1 1
1 1 2.11
6.917
10.42
6.62
2.153
10 I 1I1
2.12
7.000
10.47
6.65
2.179
IO I 1
I 2.13
7.083
10.52
6.68
2.205
IO I
1 2.14
7.167
10.57
6.71
2.232
IO 1
1 2.16
7.250
10.62
6.74
2.258
10 1I
I I 2.17
7.333
10.67
6.77
2.285
IO I I1
2.18
7.417
10.73
6.80
2.312
10 1I1
2.20
7.500
10.78
6.83
2.339
10 I I
I 2.21
7.583
10.83
6.86
2.367
IO 1 I
1 I 2.22
7.667
10.89
6.90
2.394
IO I
I1 2.24
7.750
10.94
6.93
2.422
10
1 2.25
7.833
11.00
6.96
2.449
IOI I
2.26
7.917
11.06
6.99
2.477
JOI I
I 2.28
8.000
11.12
7.02
2.505
JOI 1I
2.29
8.083
11.17
7.05
2.534
101 1
2.31
8.167
11.23
7.09
2.562
JOI I I
1 ( 2.32
8.250
11.30
7.12
2.591
IOI I I
I I 2.33
8.333
11.36
7.15
2.620
IOI I I
I I 2.35
8.417
11.42
7.18
2.649
IOI I I
I I 2.36
8.500
11.48
7.22
2.678
IOI I I
I 2.38
8.583
11.55
7.25
2.708
IOI I I
I I 2.39
8.667
11.62
7.28
2.737
IOI I I
I I 2.41
8.750
11.68
7.32
2.767
IOI I I
I I 2.42
8.833
11.75
7.35
2.797
IOI I I
I I 2.43
8.917
11.82
7.38
2.828
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9.000
11.89
7.42
2.858
IOI I I
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9.083
11.96
7.45
2.889
IOI I I
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9.167
12.04
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2.921
I0I I I
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12.11
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2.952
I0I I I
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9.333
12.19
7.54
2.984
IOI I I
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9.417
12.26
7.56
3.016
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9.500
12.34
7.58
3.049
IOI I I
I I 2.54
9.583
12.42
7.60
3.082
IOI I I
I I 2.55
9.667
12.50
7.62
3.115
IOI I I
I I 2.57
9.750
12.59
7.64
3.149
I0I I I
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9.833
12.67
7.67
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IOI I I
I I 2.59
9.917
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IO I
I I 2.84
31.250
0.00
8.08
3.807
IO
2.82
31.333
0.00
8.04
3.751
IO
2.80
31.417
0.00
8.01
3.696
IO I
2.78
31.500
0.00
7.97
3.641
IO I
2.76
31.583
0.00
7.93
3.586
IO
2.74
31.667
0.00
7.90
3.532
IO I I
I 2.72
31.750
0.00
7.86
3.478
IO
2.70
31.833
0.00
7.83
3.424
IO
2.68
31.917
0.00
7.79
3.370
IO
2.66
32.000
0.00
7.76
3.316
IO
2.64
32.083
0.00
7.72
3.263
IO
I 2.62
32.167
0.00
7.69
3.210
IO
2.60
32.250
0.00
7.65
3.157
IO
2.58
32.333
0.00
7.62
3.104
IO
I 2.56
32.417
0.00
7.58
3.052
IO I
I 2.54
32.500
0.00
7.55
3.000
IO
I I 2.53
32.583
0.00
7.51
2.948
IO
2.51
32.667
0.00
7.46
2.897
IO I
I 2.48
32.750
0.00
7.40
2.845
IO I
2.46
32.833
0.00
7.35
2.795
IO
2.43
32.917
0.00
7.29
2.744
IO I I
I 2.41
33.000
0.00
7.23
2.694
IO I
I 2.38
33.083
0.00
7.18
2.645
IO
2.36
33.167
0.00
7.12
2.595
IO I
2.34
33.250
0.00
7.07
2.546
IO I I
I 2.31
33.333
0.00
7.01
2.498
IO I
2.29
33.417
0.00
6.96
2.450
IO I
2.26
33.500
0.00
6.90
2.402
IO
I 2.24
33.583
0.00
6.85
2.355
IO I
2.22
33.667
0.00
6.80
2.308
IO
2.19
33.750
0.00
6.75
2.261
IO
2.17
33.833
0.00
6.69
2.215
IO I
I 2.15
33.917
0.00
6.64
2.169
IO I I
I 2.13
34.000
0.00
6.59
2.123
IO I I
I I 2.10
34.083
0.00
6.54
2.078
IO
2.08
34.167
0.00
6.49
2.033
IO
2.06
34.250
0.00
6.44
1.989
IO I
I 2.04
34.333
0.00
6.39
1.945
IO (
I 2.02
34.417
0.00
6.34
1.901
IO
2.00
34.500
0.00
6.29
1.857
IO
I I 1.97
34.583
0.00
6.24
1.814
TO I
1.95
34.667
0.00
6.19
1.771
IO I I
1.93
34.750
0.00
6.15
1.729
IO I
1.91
34.833
0.00
6.10
1.687
IO
I 1.89
34.917
0.00
6.05
1.645
TO
I 1.87
35.000
0.00
6.00
1.603
IO I
1.85
35.083
0.00
5.96
1.562
IO
1.83
35.167
0.00
5.91
1.521
IO
1.81
35.250
0.00
5.87
1.481
IO I
I 1.79
35.333
0.00
5.82
1.440
IO
1.77
35.417
0.00
5.78
1.400
IO I
I 1.75
35.500
0.00
5.73
1.361
IO I
I 1.73
35.583
0.00
5.69
1.322
IO I
1.71
35.667
0.00
5.64
1.283
IO I
I 1.69
35.750
0.00
5.60
1.244
IO I I
1.67
35.833
0.00
5.56
1.205
IO
1.65
35.917
0.00
5.51
1.167
IO
1.64
36.000
0.00
5.47
1.129
0
1.62
36.083
0.00
5.43
1.092
0 I
1.60
36.167
0.00
5.39
1.055
0 I
1.58
36.250
0.00
5.34
1.018
0
1.56
36.333
0.00
5.30
0.981
0 I
1.54
36.417
0.00
5.26
0.945
0 I I
I I 1.53
36.500
0.00
5.22
0.909
0 I
1.51
36.583
0.00
5.12
0.873
0 I
1.48
36.667
0.00
4.97
0.838
0
1.44
36.750
0.00
4.81
0.805
0 I
1.39
36.833
0.00
4.66
0.772
0
1.35
36.917
0.00
4.52
0.740
O I I
I I 1.31
37.000
0.00
4.3B
0.710
0 I
1.27
37.083
0.00
4.25
0.680
0 I I
1.24
37.167
0.00
4.12
0.651
O
I I 1.20
37.250
0.00
3.99
0.623
0 I
I 1.17
37.333
0.00
3.87
0.596
0
I I 1.13
37.417
0.00
3.75
0.570
0 I
I 1.10
37.500
0.00
3.63
0.545
0
1.07
37.583
0.00
3.52
0.520
O I
I I 1.04
37.667
0.00
3.41
0.496
O I
I 1.01
37.750
0.00
3.31
0.473
0 I
0.98
37.833
0.00
3.21
0.450
O I I
I 0.95
37.917
0.00
3.11
0.429
0
0.92
38.000
0.00
3.01
0.408
0 I
I 0.90
38.083
0.00
2.92
0.387
0
I 0.87
38.167
0.00
2.83
0.367
0 I I
I I 0.85
38.250
0.00
2.74
0.348
0
0.62
38.333
0.00
2.66
0.330
O I
0.80
38.417
0.00
2.58
0.312
O
0.78
38.500
0.00
2.50
0.294
0
0.76
38.583
0.00
2.42
0.277
0 I I
0.73
38.667
0.00
2.35
0.261
0 I I
I 0.71
38.750
0.00
2.27
0.245
0 I I
0.69
38.833
0.00
2.20
0.230
0 I I
I I 0.67
38.917
0.00
2.14
0.215
0
I 0.66
39.000
0.00
2.07
0.200
O I
I I 0.64
39.083
0.00
2.01
0.186
O I
I 0.62
39.167
0.00
1.94
0.172
0
0.60
39.250
0.00
1.88
0.159
0
0.59
39.333
0.00
1.83
0.147
0 I I
I I 0.57
39.417
0.00
1.77
0.134
0
0.56
39.500
0.00
1.72
0.122
0 I
0.54
39.583
0.00
1.66
0.111
0
0.53
39.667
0.00
1.61
0.099
0 I
I 0.51
39.750
0.00
1.54
0.088
O I
0.49
39.833
0.00
1.37
0.078
0 I
0.44
39.917
0.00
1.21
0.069
0
0.39
40.000
0.00
1.07
0.062
0
I I 0.34
40.083
0.00
0.95
0.055
0 I
0.30
40.167
0.00
0.84
0.048
O I
0.27
40.250
0.00
0.75
0.043
0 I
I 0.24
40.333
0.00
0.66
0.038
0 I
I I 0.21
40.417
0.00
0.59
0.034
O I
0.19
40.500
0.00
0.52
0.030
O
0.17
40.583
0.00
0.46
0.027
0
I 0.15
40.667
0.00
0.41
0.024
0
0.13
40.750
0.00
0.36
0.021
0 I
0.12
40.833
0.00
0.32
0.019
0 I
I 0.10
40.917
0.00
0.29
0.016
0
I 0.09
41.000
0.00
0.25
0.015
0
0.08
41.083
0.00
0.22
0.013
O
0.07
41.167
0.00
0.20
0.011
0 I I
I 0.06
41.250
0.00
0.18
0.010
0
I I 0.06
41.333
0.00
0.16
0.009
0
0.05
41.417
0.00
0.14
0.008
O I
I 0.04
41.500
0.00
0.12
0.007
0
0.04
41.583
0.00
0.11
0.006
O
I I 0.03
41.667
0.00
0.10
0.006
0
0.03
Remaining water in basin = 0.01 (Ac.Ft)
****************************HYDROGRAPH DATA****************************
Number of intervals = 500
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 27.372 (CFS)
Total volume = 33.509 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2001
Study date: 07/07/04
JUNIPER STORM DRAIN
10 YEAR STORM EVENT, AMC III
DEVELOPED CONDITION
FILE NAME: JUNIPERD10
--------------------------------------------------------------------
Allard Engineering, Fontana, California - SIN 643
--------------------------------------------------------------------
********************* HYDROGRAPH INFORMATION **********************
From study/file name: juniperdl0.rte
****************************HYDROGRAPH DATA****************************
Number of intervals = 296
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 275.145 (CFS)
Total volume = 60.285 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************
++++++++++++++++++++++++++++++++++++++f+++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 20.000
**** RETARDING BASIN ROUTING ****
User entry of depth -outflow -storage data
--------------------------------------------------------------------
Total number of inflow hydrograph intervals = 296
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
--------------------------------------------------------------------
--------------------------------------------------------------------
Initial basin
depth =
0.00 (Ft.)
Initial basin
storage
= 0.00
(Ac.Ft)
Initial basin
---------------------------------------------------------------------
outflow
= 0.00 (CFS)
--------------------------------------------------------------------
Depth vs. Storage and
Depth vs. Discharge
data:
Basin Depth
Storage
Outflow
(S-O*dt/2)
(S+0*dt/2)
(Ft.)
---------------------------------------------------------------------
(Ac.Ft)
(CFS)
(Ac.Ft)
(Ac.Ft)
0.000
0.000
0.000
0.000
0.000
0.500
0.090
1.570
0.085
0.095
1.500
0.890
5.200
0.872
0.908
2.500
2.930
7.500
2.904
2.956
3.500
5.710
9.340
5.678 5.742
4.500
8.640
12.250
8.598 8.682
5.500
11.670
18.890
11.605 11.735
6.500
14.820
27.720
14.725 14.915
7.500
18.080
38.260
17.948 18.212
8.500
21.460
49.950
21.288 21.632
9.500
24.950
65.900
24.723 25.177
10.500
28.560
92.260
28.242 28.878
11.250
32.380
124.930
31.950 32.810
--------------------------------------------------------------------
---------------------------------------------------------------------
Hydrograph
Detention Basin Routing
Graph values:
'I'= unit
inflow; 'O'=outflow
at time shown
---------------------------------------------------------------------
Time
Inflow
Outflow
Storage
Depth
(Hours)
(CFS)
(CFS)
(Ac.Ft) .0
68.8 137.57 206.36
275.15 (Ft.)
0.083
0.50
0.03
0.002 0
I I
0.01
0.167
3.22
0.24
0.014 O
I I I
0.08
0.250
8.20
0.86
0.049 0
I
0.27
0.333
13.20
1.68
0.114 OI
0.53
0.417
15.67
2.07
0.201 OI
I
I 0.64
0.500
16.74
2.51
0.296 OI
0.76
0.583
17.15
2.95
0.394 OI
I
0.88
0.667
17.31
3.39
0.491 0 I
I
I 1.00
0.750
17.41
3.82
0.586 0 I
I
1.12
0.833
17.45
4.24
0.678 0 I
1.24
0.917
17.49
4.65
0.768 0 I
I 1.35
1.000
17.53
5.04
0.855 0 I
I
1.46
1.083
17.58
5.26
0.941 0 I
I I
1.52
1.167
17.62
5.35
1.025 0 I
I 1.57
1.250
17.66
5.45
1.110 0 I
I
1.61
1.333
17.70
5.54
1.193 0 I
1.65
1.417
17.74
5.64
1.277 0 I
1.69
1.500
17.79
5.73
1.360 0 I
I I
1.73
1.583
17.83
5.82
1.443 0 I
I
I 1.77
1.667
17.87
5.92
1.526 0 I
1.81
1.750
17.92
6.01
1.608 0 I
1.85
1.833
17.96
6.10
1.690 0 I
I
1.89
1.917
18.00
6.19
1.771 0 I
1.93
2.000
18.05
6.28
1.852 0 I
I 1.97
2.083
18.10
6.38
1.933 0 I
I
2.01
2.167
18.14
6.47
2.014 O I
I I I
I 2.05
2.250
18.19
6.56
2.094 0 I
I
2.09
2.333
18.23
6.65
2.174 0 I
I
I 2.13
2.417
18.28
6.74
2.254 0 I
I
2.17
2.500
18.33
6.83
2.333 0 I
I
I 2.21
2.583
18.38.,
6.92
2.412 0 I
I
I 2.25
2.667
18.42
7.00
2.491 0 I
I
2.28
2.750
18.47
7.09
2.569 0 I
2.32
2.833
18.52
7.18
2.648 0 I
2.36
2.917
18.57
7.27
2.725 0 I
I I
I 2.40
3.000
18.62
7.36
2.803 O I
2.44
3.083
18.67
7.44
2.881 0 I
I
2.48
3.167
18.72
7.52
2.958 0 I
I
2.51
3.250
18.77
7.57
3.035 O I
I
2.54
3.333
18.82
7.62
3.112 0 I
2.57
3.417
18.88
7.67
3.189
0 I
2.59
3.500
18.93
7.72
3.267
0 I
2.62
3.583
18.98
7.77
3.344
0 I I
I 2.65
3.667
19.04
7.82
3.421
0 I
2.68
3.750
19.09
7.88
3.498
0 I
2.70
3.833
19.14
7.93
3.575
0 I I
2.73
3.917
19.20
7.98
3.653
0 I
2.76
4.000
19.26
8.03
3.730
0 I I
2.79
4.083
19.31
8.08
3.807
0 I
2.82
4.167
19.37
8.13
3.885
0 I
I 2.84
4.250
19.43
8.18
3.962
0 I I
2.87
4.333
19.48
8.23
4.039
0 I I
2.90
4.417
19.54
8.29
4.117
0 I I I
I 2.93
4.500
19.60
8.34
4.195
0 I I
2.95
4.583
19.66
8.39
4.272
0 I I
2.98
4.667
19.72
8.44
4.350
0 I
I 3.01
4.750
19.78
8.49
4.428
0 I I I
I 3.04
4.833
19.84
8.54
4.505
0 I I I
I 3.07
4.917
19.91
8.59
4.583
0 I
I 3.09
5.000
19.97
8.65
4.661
JOI I I
I I 3.12
5.083
20.03
8.70
4.739
IOI I
I 3.15
5.167
20.10
8.75
4.817
IOI I
3.18
5.250
20.16
8.80
4.895
JOI 1
3.21
5.333
20.23
8.85
4.974
IOI I I
I I 3.24
5.417
20.29
6.90
5.052
IOI I 1
3.26
5.500
20.36
8.96
5.131
IOI I 1
3.29
5.583
20.43
9.01
5.209
IOI I I
3.32
5.667
20.50
9.06
5.288
I0I I I
I 3.35
5.750
20.57
9.11
5.367
IOI I I
3.38
5.833
20.64
9.17
5.446
IOI I 1
3.40
5.917
20.71
9.22
5.525
IOI I I
3.43
6.000
20.78
9.27
5.604
IOI I I
I I 3.46
6.083
20.85
9.32
5.683
I0I I I
I 3.49
6.167
20.93
9.39
5.763
IOI I 1
3.52
6.250
21.00
9.47
5.842
IOI I I
3.55
6.333
21.07
9.55
5.922
IOI I
3.57
6.417
21.15
9.63
6.001
IOI I
I 3.60
6.500
21.23
9.71
6.080
IOI 1I
3.63
6.583
21.31
9.79
6.160
I0I I
3.65
6.667
21.38
9.87
6.239
IOI I
3.68
6.750
21.46
9.94
6.318
IOI I
I 3.71
6.833
21.55
10.02
6.398
IOI I I
3.73
6.917
21.63
10.10
6.477
IOI I I
I 3.76
7.000
21.71
10.18
6.556
IOI I
I 3.79
7.083
21.79
10.26
6.636
IOI I 1
3.82
7.167
21.88
10.34
6.715
IOI I I
3.84
7.250
21.97
10.42
6.795
IOI I I
I 3.87
7.333
22.05 .,
10.50
6.874
IOI I I
3.90
7.417
22.14
10.58
6.954
IOI I I
I I 3.92
7.500
22.23
10.65
7.034
IOI I 1
3.95
7.583
22.32
10.73
7.113
IOI I 1
3.98
7.667
22.41
10.81
7.193
IOI I I
4.01
7.750
22.51
10.89
7.273
IOI I I
4.03
7.833
22.60
10.97
7.353
IOI I 1I
4.06
7.917
22.70
11.05
7.433
IOI I 1I
I 4.09
8.000
22.80
11.13
7.514
IOI I I
I 4.12
8.083
22.90
11.21
7.594
IOI I I
1 1 4.14
8.167
23.00
11.29
7.675
IOI I I
I I 4.17
8.250
23.10
11.37
7.755
I0I I I
I 4.20
8.333
23.20
11.45
7.836
IOI I I
I I 4.23
8.417
23.31
11.53
7.917
IOI I I
I I 4.25
8.500
23.41
11.61
7.998
IOI I I
I I 4.28
8.583
23.52
11.69
8.080
IOI I I
I I 4.31
8.667
23.63
11.77
8.161
IOI I I
I I 4.34
8.750
23.74
11.86
8.243
IOI I I
I I 4.36
8.833
23.86
11.94
8.325
I0I I I
I I 4.39
8.917
23.97
12.02
8.407
IOI I I
I I 4.42
9.000
24.09
12.10
6.490
IOI I I
I I 4.45
9.083
24.21
12.18
8.572
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6.098
IO I
3.63
31.000
0.00
9.66
6.031
IO
3.61
31.083
0.00
9.59
5.965
IO
3.59
31.167
0.00
9.53
5.899
IO I
I I 3.56
31.250
0.00
9.46
5.833
IO
I 3.54
31.333
0.00
9.40
5.768
IO
I 3.52
31.417
0.00
9.34
5.704
TO I
I I 3.50
31.500
0.00
9.29
5.640
IO
3.47
31.583
0.00
9.25
5.576
IO I
I 3.45
31.667
0.00
9.21
5.512
IO I
I 3.43
31.750
0.00
9.17
5.449
IO I
3.41
31.833
0.00
9.13
5.386
IO
3.38
31.917
0.00
9.08
5.323
IO
3.36
32.000
0.00
9.04
5.261
IO
3.34
32.083
0.00
9.00
5.199
IO
3.32
32.167
0.00
8.96
5.137
IO
3.29
32.250
0.00
8.92
5.075
IO I
I 3.27
32.333
0.00
8.88
5.014
IO I
3.25
32.417
0.00
8.84
4.953
IO
I 3.23
32.500
0.00
8.80
4.892
IO
I 3.21
32.583
0.00
8.76
4.832
IO
3.18
32.667
0.00
8.72
4.772
IO
I 3.16
32.750
0.00
8.68
4.712
IO
3.14
32.833
0.00
8.64
4.652
IO I
I 3.12
32.917
0.00
8.60
4.593
IO
3.10
33.000
0.00
8.56
4.534
0
3.08
33.083
0.00
8.52
4.475
0
I 3.06
33.167
0.00
8.48
4.416
0 I
3.03
33.250
0.00
8.45
4.358
O
3.01
33.333
0.00
8.41
4.300
0
2.99
33.417
0.00
8.37
4.242
O I I
I 2.97
33.500
0.00
8.33
4.185
0 I I
I I 2.95
33.583
0.00
8.29
4.127
0
2.93
33.667
0.00
8.25
4.070
0
2.91
33.750
0.00
8.22
4.014
0 I
2.89
33.833
0.00
8.18
3.957
0
2.87
33.917
0.00
6.14
3.901
0
2.85
34.000
0.00
8.11
3.845
O
I 2.83
34.083
0.00
6.07
3.789
0
I 2.81
34.167
0.00
8.03
3.734
0 I I
I I 2.79
34.250
0.00
8.00
3.679
0
2.77
34.333
0.00
7.96
3.624
0 I
I 2.75
34.417
0.00
7.92
3.569
0
2.73
34.500
0.00
7.89
3.515
0
I I 2.71
34.583
0.00
7.85
3.460
0 I
I 2.69
34.667
0.00
7.82
3.407
0 I
2.67
34.750
0.00
7.78
3.353
0
2.65
34.833
0.00
7.74
3.299
O I
I I 2.63
34.917
0.00
7.71
3.246
0 I
2.61
35.000
0.00
7.67
3.193
O
I 2.59
35.083
0.00
7.64
3.140
0
2.58
35.167
0.00
7.60
3.088
0 I
2.56
35.250
0.00
7.57
3.036
0
2.54
35.333
0.00
7.54
2.984
0
2.52
35.417
0.00
7.50
2.932
0
I 2.50
35.500
0.00
7.44
2.880
0
2.48
35.583
0.00
7.39
2.829
0
I 2.45
35.667
0.00
7.33
2.779
0
I 2.43
35.750
0.00
7.27
2.728
0
2.40
35.833
0.00
7.22
2.679
0
2.38
35.917
0.00
7.16
2.629
0 I
I I 2.35
36.000
0.00
7.11
2.580
0 I
I 2.33
36.083
0.00
7.05
2.531
0 I
I I 2.30
36.167
0.00
7.00
2.483
0
2.28
36.250
0.00
6.94
2.435
0
2.26
36.333
0.00
6.89
2.387
0
2.23
36.417
0.00
6.83
2.340
0
2.21
36.500
0.00
6.78
2.293
0 I
2.19
36.583
0.00
6.73
2.246
0 I
I 2.16
36.667
0.00
6.68
2.200
0 I
2.14
36.750
0.00
6.63
2.155
0
2.12
36.833
0.00
6.57
2.109
0 I
( 2.10
36.917
0.00
6.52
2.064
0 I
I 2.08
37.000
0.00
6.47
2.019
0 I
I 2.05
37.083
0.00
6.42
1.975
0 I
I 2.03
37.167
0.00
6.37
1.931
0 I I
2.01
37.250
0.00
6.32
1.887
0
1.99
37.333
0.00
6.28
1.844
0
I 1.97
37.417
0.00
6.23
1.801
0 I
I 1.95
37.500
0.00
6.18
1.758
0 I (
1.93
37.583
0.00
6.13
1.715
0 I
1.90
37.667
0.00
6.08
1.673
0 I
1.88
37.750
0.00
6.04
1.632
0 I
1.86
37.833
0.00
5.99
1.590
0
1.84
37.917
0.00
5.94
1.549
0
1.82
38.000
0.00
5.90
1.508
0
1.80
38.083
0.00
5.85
1.468
0
1.78
38.167
0.00
5.81
1.428
0 I
I I 1.76
38.250
0.00
5.76
1.388
0 I
1.74
38.333
0.00
5.72
1.348
0
I 1.72
38.417
0.00
5.67
1.309
0 I
1.71
38.500
0.00
5.63
1.270
0
1.69
38.583
0.00
5.59
1.232
0
1.67
38.667
0.00
5.54
1.193
0
1.65
38.750
0.00
5.50
1.155
0 I
I 1.63
38.833
0.00
5.46
1.118
0
I 1.61
38.917
0.00
5.41
1.080
0
1.59
39.000
0.00
5.37
1.043
0
1.58
39.083
0.00
5.33
1.006
0 I
1.56
39.167
0.00
5.29
0.970
0
I 1.54
39.250
0.00
5.25
0.933
0
1.52
39.333
0.00
5.21
0.897
0 I
1.50
39.417
0.00
5.07
0.862
0
I 1.46
39.500
0.00
4.92
0.828
0 I
1.42
39.583
0.00
4.77
0.794
0
1.38
39.667
0.00
4.62
0.762
0
I 1.34
39.750
0.00
4.48
0.731
0 I
I 1.30
39.833
0.00
4.34
0.700
0
1.26
39.917
0.00
4.21
0.671
0
I 1.23
40.000
0.00
4.08
0.642
0 I
1.19
40.083
0.00
3.95
0.615
0 I I
I 1.16
40.167
0.00
3.83
0.588
0 I
1.12
40.250
0.00
3.71
0.562
0
I I 1.09
40.333
0.00
3.60
0.537
0
1.06
40.417
0.00
3.49
0.512
0 I I
I I 1.03
40.500
0.00
3.3B
0.489
O I
I 1.00
40.583
0.00
3.27
0.466
0 I
0.97
40.667
0.00
3.17
0.444
0
0.94
40.750
0.00
3.08
0.422
0 I
0.92
40.833
0.00
2.98
0.401
0
0.89
40.917
0.00
2.89
0.381
0
I 0.86
41.000
0.00
2.80
0.361
0
0.84
41.083
0.00
2.71
0.342
0
0.82
41.167
0.00
2.63
0.324
0 I I
I I 0.79
41.250
0.00
2.55
0.306
0 I I
I I 0.77
41.333
0.00
2.47
0.289
0
0.75
41.417
0.00
2.40
0.272
0 I
I I 0.73
41.500
0.00
2.32
0.256
0
I 0.71
41.583
0.00
2.25
0.240
0 I
I 0.69
41.667
0.00
2.18
0.225
0 I I
I 0.67
41.750
0.00
2.11
0.210
O
0.65
41.833
0.00
2.05
0.196
0 I I
I I 0.63
41.917
0.00
1.99
0.182
O I
I I 0.61
42.000
0.00
1.93
0.168
0 I I
I I 0.60
42.083
0.00
1.87
0.155
0 I
I I 0.58
42.167
0.00
1.81
0.143
0
I 0.57
42.250
0.00
1.75
0.130
0
I 0.55
42.333
0.00
1.70
0.118
0 I I
0.54
42.417
0.00
1.65
0.107
0
I 0.52
42.500
0.00
1.60
0.096
0
I I 0.51
42.583
0.00
1.48
0.085
0
I I 0.47
42.667
0.00
1.32
0.075
0
I I 0.42
42.750
0.00
1.17
0.067
O I
0.37
42.833
0.00
1.04
0.059
0 I
I 0.33
42.917
0.00
0.92
0.053
0 I
I 0.29
43.000
0.00
0.81
0.047
0
0.26
43.083
0.00
0.72
0.041
0
0.23
43.167
0.00
0.64
0.037
0 I
I 0.20
43.250
0.00
0.57
0.033
0 I
I 0.18
43.333
0.00
0.50
0.029
0 I I
I 0.16
43.417
0.00
0.45
0.026
O I
I 0.14
43.500
0.00
0.40
0.023
0
I 0.13
43.583
0.00
0.35
0.020
0
I 0.11
43.667
0.00
0.31
0.018
0
I 0.10
43.750
0.00
0.28
0.016
0 I
0.09
43.833
0.00
0.24
0.014
0 I I
I 0.08
43.917
0.00
0.22
0.012
0
I I 0.07
44.000
0.00
0.19
0.011
0
0.06
44.083
0.00
0.17
0.010
O I
I 0.05
44.167
0.00
0.15
0.009
0 I I
I I 0.05
44.250
0.00
0.13
0.008
0
0.04
44.333
0.00
0.12
0.007
0
0.04
44.417
0.00
0.11
0.006
O I
0.03
44.500
0.00
0.09
0.005
O I
0.03
Remaining water in basin = 0.01 (Ac.Ft)
****************************HYDROGRAPH DATA****************************
Number of intervals = 534
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 59.862 (CFS)
Total volume = 60.280 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2001
Study date: 07/07/04
JUNIPER DETENTION BASIN
25 YEAR STORM EVENT, AMC III
DEVELOPED CONDITION
FILE NAME: JUNIPERD25
--------------------------------------------------------------------
Allard Engineering, Fontana, California - SIN 643
--------------------------------------------------------------------
********************* HYDROGRAPH INFORMATION **********************
From study/file name: juniperd25.rte
****************************HYDROGRAPH DATA****************************
Number of intervals = 296
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 327.141 (CFS)
Total volume = 74.123 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 20.000
**** RETARDING BASIN ROUTING ****
User entry of depth -outflow -storage data
--------------------------------------------------------------------
Total number of inflow hydrograph intervals = 296
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
--------------------------------------------------------------------
--------------------------------------------------------------------
Initial basin
depth =
0.00 (Ft.)
Initial basin
storage
= 0.00
(Ac.Ft)
Initial basin
---------------------------------------------------------------------
outflow
= 0.00 (CFS)
--------------------------------------------------------------------
Depth vs. Storage and
Depth vs. Discharge
data:
Basin Depth
Storage
Outflow
(S-O*dt/2)
(S+O*dt/2)
(Ft.)
---------------------------------------------------------------------
(Ac.Ft)
(CFS)
(Ac.Ft)
(Ac.Ft)
0.000
0.000
0.000
0.000
0.000
0.500
0.090
1.570
0.085
0.095
1.500
0.890
5.200
0.872
0.908
2.500
2.930
7.500
2.904
2.956
3.500
5.710
9.340
5.678 5.742
4.500
8.640
12.250
8.598 8.682
5.500
11.670
18.890
11.605 11.735
6.500
14.820
27.720
14.725 14.915
7.500
18.080
38.260
17.948 18.212
8.500
21.460
49.950
21.288 21.632
9.500
24.950
65.900
24.723 25.177
10.500
28.560
92.260
28.242 28.878
11.250
31.360
124.930
30.930 31.790
--------------------------------------------------------------------
---------------------------------------------------------------------
Hydrograph
Detention
Basin Routing
Graph values:
'I'= unit
inflow;
101=outflow
at time shown
---------------------------------------------------------------------
Time
Inflow
Outflow
Storage
Depth
(Hours)
(CFS)
(CFS)
(Ac.Ft) .0
81.8 163.57 245.36
327.14 (Ft.)
0.083
0.67
0.04
0.002 O
0.01
0.167
4.33
0.32
0.018 0
I 0.10
0.250
10.99
1.15
0.066 OI
0.37
0.333
17.37
1.86
0.153 OI
I I I
I 0.58
0.417
20.41
2.38
0.269 OI
I
0.72
0.500
21.70
2.96
0.395 O
I
I I
I 0.88
0.583
22.16
3.54
0.524 0
I
I
1.04
0.667
22.37
4.12
0.651 0
I
I I I
I 1.20
0.750
22.50
4.68
0.775 0
I
1.36
0.833
22.55
5.21
0.896 0
I
I
1.50
0.917
22.60
5.34
1.015 0
I
1.56
1.000
22.64
5.48
1.134 0
I
I I
I 1.62
1.083
22.69
5.61
1.252 0
I
1.68
1.167
22.74
5.74
1.369 O
I
I I
1.73
1.250
22.79
5.87
1.486 O
I
I
I 1.79
1.333
22.85
6.00
1.602 0
I
I I
I 1.85
1.417
22.90
6.13
1.718 0
I
1.91
1.500
22.95
6.26
1.833 O
I
1.96
1.583
23.00
6.39
1.948 0
I
I
2.02
1.667
23.05
6.52
2.062 0
I
I
I 2.07
1.750
23.11
6.65
2.176 0
I
I I
2.13
1.833
23.16
6.78
2.289 0
1
I
2.19
1.917
23.21
6.90
2.401 0
I
I
I 2.24
2.000
23.27
7.03
2.513 O
I
2.30
2.083
23.32
7.16
2.625 O
I
I
2.35
2.167
23.38
7.28
2.736 0
I
I
2.40
2.250
23.43
7.41
2.847 0
I
I I
I 2.46
2.333
23.49
7.52
2.957 0
I
2.51
2.417
23.54
7.59
3.067 O
I
( I I
2.55
2.500
23.60
7.66
3.177 0
2
I 2.59
2.583
23.66 ..
7.74
3.286 O
I
I
2.63
2.667
23.72
7.81
3.396 O
I
I
2.67
2.750
23.77
7.88
3.505 0
I
I I
I 2.71
2.833
23.83
7.95
3.615 0
I
2.75
2.917
23.89
8.03
3.724 0
I
I
I 2.79
3.000
23.95
8.10
3.833 O
I
I I
2.82
3.083
24.01
8.17
3.943 0
I
2.86
3.167
24.07
8.24
4.052 0
I
I I
I 2.90
3.250
24.14
8.31
4.161 0
I
I
2.94
3.333
24.20
8.39
4.270 0
1
2.98
3.417
24.26
8.46
4.378
0 I
3.02
3.500
24.32
8.53
4.487
0 I 1
3.06
3.583
24.39
8.60
4.596
0 I
I 3.10
3.667
24.45
8.67
4.705
0 I I I
1 3.14
3.750
24.52
8.75
4.813
0 I 1
3.18
3.833
24.58
8.82
4.922
0 I 1
3.22
3.917
24.65
8.89
5.030
0 I
3.26
4.000
24.72
8.96
5.139
0 I 1
I 3.29
4.083
24.78
9.03
5.247
0 I 1
I 3.33
4.167
24.85
9.11
5.356
0 I I
I 1 3.37
4.250
24.92
9.18
5.464
0 I
1 3.41
4.333
24.99
9.25
5.573
0 I I
I 3.45
4.417
25.06
9.32
5.681
0 I
I 1 3.49
4.500
25.13
9.42
5.789
0 I 1
I 3.53
4.583
25.20
9.53
5.898
0 I I
3.56
4.667
25.28
9.63
6.005
0 I
1 3.60
4.750
25.35
9.74
6.113
0 I 1
I 3.64
4.833
25.42
9.85
6.220
0 I
3.67
4.917
25.50
9.95
6.328
0 I I
1 3.71
5.000
25.57
10.06
6.434
0 I I I
I I 3.75
5.083
25.65
10.17
6.541
0 I
3.78
5.167
25.72
10.27
6.648
IOI I I
1 1 3.82
5.250
25.80
10.38
6.754
IOI I I
1 1 3.86
5.333
25.88
10.48
6.860
IOI I I
1 1 3.89
5.417
25.96
10.59
6.966
10I I 1
3.93
5.500
26.04
10.69
7.072
10I I I
1 3.96
5.583
26.12
10.80
7.178
10I I I
I 1 4.00
5.667
26.20
10.90
7.283
IOI I I
I I 4.04
5.750
26.29
11.01
7.388
IOI I 1
I I 4.07
5.833
26.37
11.11
7.493
IOI I I
I 1 4.11
5.917
26.45
11.22
7.598
101 1 I
I 1 4.14
6.000
26.54
11.32
7.703
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10.873
IO
I I
5.24
27.083
0.00
16.89
10.756
IO
J
5.20
27.167
0.00
16.63
10.641
IO
5.16
27.250
0.00
16.39
10.527
IO I
5.12
27.333
0.00
16.14
10.415
IO
5.09
27.417
0.00
15.90
10.305
IO
5.05
27.500
0.00
15.66
10.196
IO
I 5.01
27.583
0.00
15.43
10.089
IO I
4.98
27.667
0.00
15.19
9.984
IO I I
4.94
27.750
0.00
14.97
9.880
IO I I
4.91
27.833
0.00
14.74
9.777
IO I I
I I 4.88
27.917
0.00
14.52
9.677
IO I I
4.84
28.000
0.00
14.30
9.577
IO
4.81
28.083
0.00
14.09
9.480
IO
4.78
28.167
0.00
13.88
9.383
IO I
4.75
28.250
0.00
13.67
9.288
IO I I
4.71
28.333
0.00
13.47
9.195
IO I
4.68
28.417
0.00
13.26
9.103
IO
I 4.65
28.500
0.00
13.07
9.012
IO I
4.62
28.583
0.00
12.87
8.923
IO
I 4.59
28.667
0.00
12.68
8.835
IO
4.56
28.750
0.00
12.49
8.748
IO
4.54
28.833
0.00
12.30
8.663
IO
4.51
28.917
0.00
12.19
8.579
IO I
I 4.48
29.000
0.00
12.11
6.495
IO I
4.45
29.083
0.00
12.02
8.412
IO
4.42
29.167
0.00
11.94
8.329
IO I I
4.39
29.250
0.00
11.86
8.247
IO
4.37
29.333
0.00
11.78
8.166
IO
4.34
29.417
0.00
11.70
8.085
IO I
4.31
29.500
0.00
11.62
8.005
IO
4.28
29.583
0.00
11.54
7.925
IO I
I 4.26
29.667
0.00
11.46
7.846
IO I I
I 4.23
29.750
0.00
11.38
7.767
IO
I 4.20
29.833
0.00
11.31
7.689
IO I
4.18
29.917
0.00
11.23
7.611
IO I
I 4.15
30.000
0.00
11.15
7.534
IO
4.12
30.083
0.00
11.08
7.458
IO
I 4.10
30.167
0.00
11.00
7.382
IO I
4.07
30.250
0.00
10.93
7.306
IO
4.04
30.333
0.00
10.85
7.231
IO I
I 4.02
30.417
0.00
10.78
7.157
IO
3.99
30.500
0.00
10.70
7.083
IO
I 3.97
30.583
0.00
10.63
7.009
IO I
I 3.94
30.667
0.00
10.56
6.936
IO I
3.92
30.750
0.00
10.49
6.864
IO I I
I 3.89
30.833
0.00
10.41
6.792
IO I
I I 3.87
30.917
0.00
10.34
6.721
IO
3.84
31.000
0.00
10.27
6.650
IO
3.82
31.083
0.00
10.20
6.579
0
I 3.80
31.167
0.00
10.13
6.509
0
3.77
31.250
0.00
10.06
6.439
0
3.75
31.333
0.00
10.00
6.370
0 I
3.73
31.417
0.00
9.93
6.302
0
I 3.70
31.500
0.00
9.86
6.234
0
I 3.68
31.583
0.00
9.79
6.166
0
3.66
31.667
0.00
9.73
6.099
0 I I
3.63
31.750
0.00
9.66
6.032
0 I
I 3.61
31.833
0.00
9.59
5.966
0
3.59
31.917
0.00
9.53
5.900
0
3.56
32.000
0.00
9.46
5.834
0
I I 3.54
32.083
0.00
9.40
5.769
0
3.52
32.167
0.00
9.34
5.705
0
3.50
32.250
0.00
9.29
5.641
0 I
3.48
32.333
0.00
9.25
5.577
0 I
I I 3.45
32.417
0.00
9.21
5.513
0
I 3.43
32.500
0.00
9.17
5.450
0 I
3.41
32.583
0.00
9.13
5.387
0
I I 3.38
32.667
0.00
9.08
5.324
0
I I 3.36
32.750
0.00
9.04
5.262
0
3.34
32.833
0.00
9.00
5.200
0 I I
3.32
32.917
0.00
8.96
5.138
0
3.29
33.000
0.00
8.92
5.076
0 I
I 3.27
33.083
0.00
8.88
5.015
0 I
3.25
33.167
0.00
8.84
4.954
0 I
3.23
33.250
0.00
8.80
4.893
0
3.21
33.333
0.00
8.76
4.833
0 I
3.18
33.417
0.00
8.72
4.773
0 I I
I 3.16
33.500
0.00
8.68
4.713
0
3.14
33.583
0.00
8.64
4.653
0
3.12
33.667
0.00
8.60
4.594
0 I
3.10
33.750
0.00
8.56
4.535
0
3.08
33.833
0.00
8.52
4.476
0 I
3.06
33.917
0.00
8.48
4.417
0
3.03
34.000
0.00
8.45
4.359
0
3.01
34.083
0.00
8.41
4.301
0 I I
I I 2.99
34.167
0.00
8.37
4.243
0
I 2.97
34.250
0.00
8.33
4.186
0 I I
2.95
34.333
0.00
8.29
4.128
0 I I
I I 2.93
34.417
0.00
8.26
4.071
0
I 2.91
34.500
0.00
8.22
4.015
0
I 2.89
34.583
0.00
8.18
3.958
0
I 2.87
34.667
0.00
8.14
3.902
0 I
2.85
34.750
0.00
8.11
3.846
0 I I
I I 2.83
34.833
0.00
8.07
3.790
0 I
I 2.81
34.917
0.00
B.03
3.735
0
2.79
35.000
0.00
8.00
3.680
0
I 2.77
35.083
0.00
7.96
3.625
0 I
I 2.75
35.167
0.00
7.92
3.570
0
I I 2.73
35.250
0.00
7.89
3.516
0
I 2.71
35.333
0.00
7.85
3.461
0
2.69
35.417
0.00
7.82
3.407
0
2.67
35.500
0.00
7.78
3.354
0
2.65
35.583
0.00
7.75
3.300
0
2.63
35.667
0.00
7.71
3.247
0
2.61
35.750
0.00
7.67
3.194
0
I 2.59
35.833
0.00 ..
7.64
3.141
0 I
I 2.58
35.917
0.00
7.61
3.089
0
2.56
36.000
0.00
7.57
3.037
0
I 2.54
36.083
0.00
7.54
2.985
0 I I
I 2.52
36.167
0.00
7.50
2.933
0 I
I I 2.50
36.250
0.00
7.45
2.881
O
2.48
36.333
0.00
7.39
2.830
0
I 2.45
36.417
0.00
7.33
2.780
0 I
2.43
36.500
0.00
7.27
2.729
0 I
I I 2.40
36.583
0.00
7.22
2.679
0
I 2.38
36.667
0.00
7.16
2.630
0 I
I 2.35
36.750
0.00
7.11
2.581
0
I 2.33
36.833
0.00
7.05
2.532
0 I I
I I 2.30
36.917
0.00
7.00
2.484
0 I
I 2.28
37.000
0.00
6.94
2.436
0
I I 2.26
37.083
0.00
6.89
2.388
0
I 2.23
37.167
0.00
6.84
2.341
0 I I
I 2.21
37.250
0.00
6.78
2.294
0 I I
I 2.19
37.333
0.00
6.73
2.247
0 I
I 2.17
37.417
0.00
6.68
2.201
0
I I 2.14
37.500
0.00
6.63
2.155
0 I
I I 2.12
37.583
0.00
6.58
2.110
0
I 2.10
37.667
0.00
6.52
2.065
0
I 2.08
37.750
0.00
6.47
2.020
0
2.05
37.833
0.00
6.42
1.976
0
I 2.03
37.917
0.00
6.37
1.931
0
I I 2.01
38.000
0.00
6.32
1.888
0 I
1.99
38.083
0.00
6.28
1.844
0
1.97
38.167
0.00
6.23
1.801
0 I
1.95
38.250
0.00
6.18
1.759
0
1.93
38.333
0.00
6.13
1.716
0
1.90
38.417
0.00
6.08
1.674
0
1.88
38.500
0.00
6.04
1.632
0 I I
1.86
38.583
0.00
5.99
1.591
0
I 1.84
38.667
0.00
5.94
1.550
0
1.82
38.750
0.00
5.90
1.509
0 I
I 1.80
38.833
0.00
5.85
1.469
0
1.78
38.917
0.00
5.81
1.428
0
1.76
39.000
0.00
5.76
1.389
0 I I
I 1.74
39.083
0.00
5.72
1.349
0 I
1.73
39.167
0.00
5.67
1.310
0
1.71
39.250
0.00
5.63
1.271
0
1.69
39.333
0.00
5.59
1.232
0 I
1.67
39.417
0.00
5.54
1.194
0 I
I 1.65
39.500
0.00
5.50
1.156
0 I
I 1.63
39.583
0.00
5.46
1.118
0
1.61
39.667
0.00
5.42
1.081
0
I 1.59
39.750
0.00
5.37
1.044
0 I I
I 1.58
39.833
0.00
5.33
1.007
0
I I 1.56
39.917
0.00
5.29
0.970
0
1.54
40.000
0.00
5.25
0.934
0
1.52
40.083
0.00
5.21
0.898
0 I
1.50
40.167
0.00
5.08
0.863
0 I
1.47
40.250
0.00
4.92
0.828
0
1.42
40.333
0.00
4.77
0.795
0 I I
1.38
40.417
0.00
4.62
0.762
0
I 1.34
40.500
0.00
4.48
0.731
0
I I 1.30
40.583
0.00
4.34
0.701
0 I
I 1.26
40.667
0.00
4.21
0.671
0
1.23
40.750
0.00
4.08
0.643
0
1.19
40.833
0.00
3.95
0.615
0
1.16
40.917
0.00
3.83
0.588
0 I I
I 1.12
41.000
0.00
3.71
0.562
0
1.09
41.083
0.00
3.60
0.537
0 I
I 1.06
41.167
0.00
3.49
0.513
0
1.03
41.250
0.00
3.38
0.489
0
1.00
41.333
0.00
3.28
0.466
0 I
0.97
41.417
0.00
3.18
0.444
0
I 0.94
41.500
0.00
3.08
0.422
0
0.92
41.583
0.00
2.98
0.402
0
0.89
41.667
0.00
2.89
0.381
0 I
0.86
41.750
0.00
2.80
0.362
0 I I
I I 0.84
41.833
0.00
2.72
0.343
0 I
0.82
41.917
0.00
2.63
0.324
0
0.79
42.000
0.00
2.55
0.306
0
0.77
42.083
0.00
2.47
0.289
0
0.75
42.167
0.00
2.40
0.272
0 I
I 0.73
42.250
0.00
2.32
0.256
0 I
I 0.71
42.333
0.00
2.25
0.240
0
0.69
42.417
0.00
2.18
0.225
0 I
I 0.67
42.500
0.00
2.12
0.210
O
0.65
42.583
0.00
2.05
0.196
0
I 0.63
42.667
0.00
1.99
0.182
0 I
I I 0.61
42.750
0.00
1.93
0.169
0
0.60
42.833
0.00
1.87
0.155
0 I
I I 0.58
42.917
0.00
1.81
0.143
0
I I 0.57
43.000
0.00
1.75
0.131
0
0.55
43.083
0.00
1.70
0.119
0 I
0.54
43.167
0.00
1.65
0.107
0
0.52
43.250
0.00
1.60
0.096
0 I
0.51
43.333
0.00
1.49
0.085
0 I
0.47
43.417
0.00
1.32
0.076
0
I I 0.42
43.500
0.00
1.17
0.067
0 I I
I 0.37
43.583
0.00
1.04
0.059
O
0.33
43.667
0.00
0.92
0.053
0
I 0.29
43.750
0.00
0.82
0.047
0 I
0.26
43.633
0.00
0.72
0.041
0
0.23
43.917
0.00
0.64
0.037
0
0.20
44.000
0.00
0.57
0.033
0
I 0.18
44.083
0.00
0.50
0.029
0 I
0.16
44.167
0.00
0.45
0.026
0
I 0.14
44.250
0.00
0.40
0.023
0 I I
0.13
44.333
0.00
0.35
0.020
0 I
I 0.11
44.417
0.00
0.31
0.018
0 I
I 0.10
44.500
0.00
0.28
0.016
0 I
0.09
44.583
0.00
0.24
0.014
0
0.08
44.667
0.00
0.22
0.012
0 I
0.07
44.750
0.00
0.19
0.011
0
0.06
44.833
0.00
0.17
0.010
0
0.05
44.917
0.00
0.15
0.009
0
I 0.05
45.000
0.00
0.13
0.008
O
I 0.04
45.083
0.00
0.12
0.007
0
I 0.04
45.167
0.00
0.11
0.006
0 I
I 0.03
45.250
0.00
0.09
0.005
0
0.03
Remaining water in basin = 0.01 (Ac.Ft)
****************************HYDROGRAPH DATA*************************
Number of intervals = 543
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 81.046 (CFS)
Total volume = 74.118 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2001
Study date: 07/07/04
JUNIPER DETENTION BASIN
100 YEAR STORM EVENT, AMC III
DEVELOPED CONDITION
FILE NAME: JUNIPERD100
--------------------------------------------------------------------
Allard Engineering, Fontana, California - SIN 643
--------------------------------------------------------------------
********************* HYDROGRAPH INFORMATION **********************
From study/file name: juniperd100.rte
****************************HYDROGRAPH DATA****************************
Number of intervals = 296
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 421.297 (CFS)
Total volume = 98.876 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 20.000
**** RETARDING BASIN ROUTING ****
User entry of depth -outflow -storage data
--------------------------------------------------------------------
Total number of inflow hydrograph intervals = 296
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
--------------------------------------------------------------------
--------------------------------------------------------------------
Initial basin
depth =
0.00 (Ft.)
Initial basin
storage
= 0.00
(Ac.Ft)
Initial basin
----------7----------------------------------------------------------
outflow
= 0.00 (CFS)
--------------------------------------------------------------------
Depth vs. Storage and
Depth vs. Discharge
data:
Basin Depth
Storage
Outflow
(S-O*dt/2)
(S+O*dt/2)
(Ft.)
(Ac.Ft)
(CFS)
(Ac.Ft)
(Ac.Ft)
---------------------------------------------------------------------
0.000
0.000
0.000
0.000
0.000
0.500
0.090
1.570
0.085
0.095
1.500
0.890
5.200
0.872
0.908
2.500
2.930
7.500
2.904
2.956
3.500
5.710
9.340
5.678 5.742
4.500
8.640
12.250
8.598 8.682
5.500
11.670
18.890
11.605 11.735
6.500
14.820
27.720
14.725 14.915
7.500
18.080
38.260
17.948 18.212
8.500
21.460
49.950
21.288 21.632
9.500
24.950
65.900
24.723 25.177
10.500
28.560
92.260
28.242 28.878
11.500
32.380
124.930
31.950 32.810
--------------------------------------------------------------------
---------------------------------------------------------------------
Hydrograph
Detention
Basin Routing
Graph values:
'I'= unit
inflow;
'O'=outflow
at time shown
---------------------------------------------------------------------
Time
Inflow
Outflow
Storage
Depth
(Hours)
(CFS)
(CFS)
(Ac.Ft) .0
105.3 210.65 315.97
421.30 (Ft.)
0.083
0.97
0.06
0.003 0
I
0.02
0.167
6.30
0.46
0.026 0
I I
0.15
0.250
15.93
1.60
0.096 0I
I
I 0.51
0.333
24.65
2.17
0.223 01
0.67
0.417
28.64
2.93
0.389 0
I
I
0.87
0.500
30.32
3.74
0.569 0
I
I
I 1.10
0.583
30.86
4.57
0.751 0
I
1.33
0.667
31.15
5.25
0.931 0
I
I I
1.52
0.750
31.43
5.45
1.109 0
I
1.61
0.833
31.50
5.65
1.288 O
I
I
I 1.69
0.917
31.56
5.85
1.465 0
I
I
1.78
1.000
31.62
6.05
1.642 0
I
I 1.87
1.083
31.69
6.25
1.818 0
I
1.95
1.167
31.75
6.44
1.992 0
I
I
2.04
1.250
31.82
6.64
2.166 O
I
2.13
1.333
31.89
6.83
2.339 0
I
I I
2.21
1.417
31.95
7.03
2.511 0
I
I
2.29
1.500
32.02
7.22
2.682 0
I
I 2.38
1.583
32.09
7.41
2.853 0
I
I 2.46
1.667
32.15
7.56
3.022 0
I
I I
I 2.53
1.750
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32.31
43.40
19.566
I IO
I I 7.94
23.583
32.18
43.14
19.490
TO I
7.92
23.667
32.04
42.88
19.415
I TO I
7.89
23.750
31.91
42.62
19.341
I IO
7.87
23.833
31.77
42.37
19.267
TO I I
7.85
23.917
31.64
42.12
19.195
TO I
7.83
24.000
31.52
41.87
19.123
IO I I
I 7.81
24.083
30.42
41.61
19.049
I TO
7.79
24.167
24.98
41.28
18.954
II 0
7.76
24.250
15.27
40.79
18.810
II 0 I
I I 7.72
24.333
6.53
40.08
18.607
10 I I
I I 7.66
24.417
2.57
39.25
18.365
I 0 I I
I I 7.58
24.500
0.93
38.36
18.110
I 0 I I
I 7.51
24.583
0.45
37.53
17.853
I 0 I I
I I 7.43
24.667
0.22
36.71
17.600
10 I I
I I 7.35
24.750
0.00
35.90
17.351
10 I I
I I 7.28
24.833
0.00
35.11
17.106
I 0 I I
I I 7.20
24.917
0.00
34.34
16.867
I 0 I I
I I 7.13
25.000
0.00
33.58
16.633
I 0 I
I I 7.06
25.083
0.00
32.84
16.404
I 0 I I
I I 6.99
25.167
0.00
32.12
16.181
I 0 I I
I I 6.92
25.250
0.00
31.41
15.962
I 0 I I
I I 6.85
25.333
0.00
30.72
15.748
I 0 I
I I 6.78
25.417
0.00
30.04
15.539
I 0 I I
I I 6.72
25.500
0.00
29.38
15.334
I 0 I I
I I 6.66
25.583
0.00
28.73
15.134
I 0 I I
I I 6.60
25.667
0.00
28.10
14.938
I 0 I I
I I 6.54
25.750
0.00
27.51
14.747
I 0 I I
I I 6.48
25.833
0.00
26.99
14.559
10 I I
I I 6.42
25.917
0.00
26.47
14.375
I 0 I I
I I 6.36
26.000
0.00
25.97
14.194
IO I I
I I 6.30
26.083
0.00
25.47
14.017
IO I I
I I 6.25
26.167
0.00
24.98
13.843
IO I I
I I 6.19
26.250
0.00
24.50
13.673
IO I I
I I 6.14
26.333
0.00 .,
24.04
13.506
IO I I
I I 6.08
26.417
0.00
23.58
13.342
TO I I
I I 6.03
26.500
0.00
23.13
13.181
IO I I
I I 5.98
26.583
0.00
22.68
13.023
IO I I
I I 5.93
26.667
0.00
22.25
12.869
IO I I
I I 5.88
26.750
0.00
21.82
12.717
IO I I
I I 5.83
26.833
0.00
21.41
12.568
IO I I
I I 5.79
26.917
0.00
21.00
12.422
IO I I
I I 5.74
27.000
0.00
20.60
12.279
IO I I
I I 5.69
27.083
0.00
20.20
12.138
IO
5.65
27.167
0.00
19.82
12.000
IO
5.60
27.250
0.00
19.44
11.865
IO
5.56
27.333
0.00
19.07
11.733
IO
5.52
27.417
0.00
18.74
11.602
IO I
I 5.48
27.500
0.00
18.46
11.474
IO
5.44
27.583
0.00
18.18
11.348
IO I
5.39
27.667
0.00
17.91
11.224
IO
5.35
27.750
0.00
17.64
11.101
IO
I 5.31
27.833
0.00
17.38
10.981
IO
5.27
27.917
0.00
17.12
10.862
IO
5.23
28.000
0.00
16.86
10.745
IO
5.19
28.083
0.00
16.61
10.630
IO
I 5.16
28.167
0.00
16.36
10.516
IO
5.12
28.250
0.00
16.12
10.404
IO
5.08
28.333
0.00
15.88
10.294
IO
5.05
28.417
0.00
15.64
10.186
IO
5.01
28.500
0.00
15.40
10.079
IO
4.97
28.583
0.00
15.17
9.974
IO
4.94
28.667
0.00
14.95
9.870
IO
4.91
28.750
0.00
14.72
9.768
IO I
4.87
28.833
0.00
14.50
9.667
IO I
4.84
28.917
0.00
14.28
9.568
IO
4.81
29.000
0.00
14.07
9.470
IO
4.77
29.083
0.00
13.86
9.374
IO
4.74
29.167
0.00
13.65
9.279
IO
4.71
29.250
0.00
13.45
9.186
IO
I 4.68
29.333
0.00
13.25
9.094
IO I
4.65
29.417
0.00
13.05
9.004
0 I
I 4.62
29.500
0.00
12.85
8.914
0
4.59
29.583
0.00
12.66
8.827
0 I
I I 4.56
29.667
0.00
12.47
8.740
0
4.53
29.750
0.00
12.28
8.655
0
4.50
29.833
0.00
12.18
8.571
0
I 4.48
29.917
0.00
12.10
8.487
0 I
4.45
30.000
0.00
12.02
8.404
O
I 4.42
30.083
0.00
11.93
8.321
0 I
4.39
30.167
0.00
11.85
8.240
0 I
I 4.36
30.250
0.00
11.77
8.158
0
I 4.34
30.333
0.00
11.69
8.077
0
I 4.31
30.417
0.00
11.61
7.997
0
4.28
30.500
0.00
11.53
7.917
0 I
4.25
30.583
0.00
11.45
7.838
0
4.23
30.667
0.00
11.38
7.760
0
4.20
30.750
0.00
11.30
7.682
0
4.17
30.833
0.00
11.22
7.604
0 I
4.15
30.917
0.00
11.14
7.527
0
4.12
31.000
0.00
11.07
7.451
0
4.09
31.083
0.00
10.99
7.375
0 I
I 4.07
31.167
0.00
10.92
7.299
0
4.04
31.250
0.00
10.84
7.224
0
4.02
31.333
0.00
10.77
7.150
0
3.99
31.417
0.00
10.70
7.076
0
3.97
31.500
0.00
10.62
7.002
0
3.94
31.583
0.00
10.55
6.930
0
3.92
31.667
0.00
10.48
6.857
0 I
I 3.89
31.750
0.00
10.41
6.785
0 I
I 3.87
31.833
0.00
10.34
6.714
0
3.84
31.917
0.00
10.27
6.643
0
3.82
32.000
0.00
10.20
6.572
0 I
3.79
32.083
0.00
10.13
6.502
0 I
3.77
32.167
0.00
10.06
6.433
0
3.75
32.250
0.00
9.99
6.364
0
3.72
32.333
0.00
9.92
6.295
0 I
3.70
32.417
0.00
9.85
6.227
0 (
I 3.68
32.500
0.00
9.79
6.160
0 I
I 3.65
32.583
0.00
9.72
6.092
0
I 3.63
32.667
0.00
9.65
6.026
0
3.61
32.750
0.00
9.59
5.959
0 I I
I 3.59
32.833
0.00
9.52
5.894
0
3.56
32.917
0.00
9.46
5.828
0
3.54
33.000
0.00
9.39
5.763
0 I
3.52
33.083
0.00
9.33
5.699
0
3.50
33.167
0.00
9.29
5.635
O I
I 3.47
33.250
0.00
9.25
5.571
0 I
3.45
33.333
0.00
9.21
5.507
0 I
3.43
33.417
0.00
9.16
5.444
0
I 3.40
33.500
0.00
9.12
5.381
0
3.38
33.583
0.00
9.08
5.318
0 I
3.36
33.667
0.00
9.04
5.256
0
3.34
33.750
0.00
9.00
5.194
0 I
3.31
33.833
0.00
8.96
5.132
0 I
I 3.29
33.917
0.00
8.92
5.071
0
3.27
34.000
0.00
8.88
5.009
0
I I 3.25
34.083
0.00
8.84
4.948
0
3.23
34.167
0.00
8.80
4.888
O
I 3.20
34.250
0.00
8.76
4.827
0 I I
3.18
34.333
0.00
8.72
4.767
0
I 3.16
34.417
0.00
8.68
4.707
0 I
I I 3.14
34.500
0.00
8.64
4.647
0
I 3.12
34.583
0.00
8.60
4.588
0
3.10
34.667
0.00
8.56
4.529
0
3.08
34.750
0.00
8.52
4.470
0 I
3.05
34.833
0.00
8.48
4.412
0
3.03
34.917
0.00
8.44
4.353
0
I 3.01
35.000
0.00
8.40
4.295
0
2.99
35.083
0.00
8.37
4.238
0
I 2.97
35.167
0.00
8.33
4.180
0
2.95
35.250
0.00
8.29
4.123
0
I 2.93
35.333
0.00
8.25
4.066
0 I
I 2.91
35.417
0.00
8.21
4.009
0
I 2.89
35.500
0.00
8.18
3.953
0
2.87
35.583
0.00
8.14
3.897
0 I
I 2.85
35.667
0.00
8.10
3.841
0 I
2.83
35.750
0.00
8.07
3.785
0 I
I I 2.81
35.833
0.00
8.03
3.730
0 I I
2.79
35.917
0.00
7.99
3.674
0 I I
2.77
36.000
0.00
7.96
3.620
0
2.75
36.083
0.00
7.92
3.565
0 I
I I 2.73
36.167
0.00
7.88
3.510
0
I I 2.71
36.250
0.00
7.85
3.456
0
2.69
36.333
0.00
7.81
3.402
0
2.67
36.417
0.00
7.78
3.349
0
2.65
36.500
0.00
7.74
3.295
0
I 2.63
36.583
0.00
7.71
3.242
0 I
2.61
36.667
0.00
7.67
3.189
0 I
I 2.59
36.750
0.00
7.64
3.136
0
2.57
36.833
0.00
7.60
3.084
0
2.56
36.917
0.00
7.57
3.032
0
2.54
37.000
0.00
7.53
2.980
0
2.52
37.083
0.00
7.50
2.928
0 I
2.50
37.167
0.00
7.44
2.876
0 I
2.47
37.250
0.00
7.38
2.825
0
I 2.45
37.333
0.00
7.32
2.775
0 I
I 2.42
37.417
0.00
7.27
2.724
0 I
I I 2.40
37.500
0.00
7.21
2.675
0
2.37
37.583
0.00
7.16
2.625
0 I
( I 2.35
37.667
0.00
7.10
2.576
0 I
2.33
37.750
0.00
7.05
2.527
0
2.30
37.833
0.00
6.99
2.479
0
2.28
37.917
0.00
6.94
2.431
0 I
2.26
38.000
0.00
6.88
2.383
0
2.23
38.083
0.00
6.83
2.336
0 I
2.21
38.167
0.00
6.78
2.289
O I
2.19
38.250
0.00
6.73
2.243
0 I I
2.16
38.333
0.00
6.67
2.197
0
2.14
38.417
0.00
6.62
2.151
0 I
2.12
38.500
0.00
6.57
2.106
0
I 2.10
38.583
0.00
6.52
2.060
0
I 2.07
38.667
0.00
6.47
2.016
0 I
I 2.05
38.750
0.00
6.42
1.971
0
I 2.03
38.833
0.00
6.37
1.927
0
2.01
38.917
0.00
6.32
1.884
0 I
1.99
39.000
0.00
6.27
1.840
0 I
1.97
39.083
0.00
6.22
1.797
0
1.94
39.167
0.00
6.17
1.755
0
I 1.92
39.250
0.00
6.13
1.712
0 I
1.90
39.333
0.00
6.08
1.670
0
1.88
39.417
0.00
6.03
1.628
0
1.86
39.500
0.00
5.99
1.587
0
I 1.84
39.583
0.00
5.94
1.546
0
I 1.82
39.667
0.00
5.89
1.505
0
1.80
39.750
0.00
5.85
1.465
0
I I 1.78
39.833
0.00
5.80
1.425
0
I 1.76
39.917
0.00
5.76
1.385
0
1.74
40.000
0.00
5.71
1.345
0
1.72
40.083
0.00
5.67
1.306
0
I I 1.70
40.167
0.00
5.63
1.267
0 I
1.68
40.250
0.00
5.58
1.229
0 I
1.67
40.333
0.00
5.54
1.190
0
1.65
'n
40.417
0.00
5.50
1.152
0 I
1.63
40.500
0.00
5.45
1.115
O I
1.61
ar'\
40.583
0.00 .,
5.41
1.077
0 I
I 1.59
40.750
0.00
5.33
1.003
0
I 1.56
40.833
0.00
5.29
0.967
0
I 1.54
40.917
0.00
5.25
0.930
0
1.52
41.000
0.00
5.21
0.894
0 I
1.50
41.083
0.00
5.06
0.859
0 I
1.46
41.167
0.00
4.90
0.825
O I I
I 1.42
41.250
0.00
4.75
0.792
0 I
1.38
41.333
0.00
4.61
0.759
0
1.34
41.417
0.00
4.47
0.728
0 I
I I 1.30
41.500
0.00
4.33
0.698
0
1.26
41.583
0.00
4.19
0.668
0
1.22
41.667
0.00
4.07
0.640
0
1.19
41.750
0.00
3.94
0.612
0 I
1.15
41.833
0.00
3.82
0.586
0
1.12
41.917
0.00
3.70
0.560
0 I
I 1.09
42.000
0.00
3.59
0.535
0 I
1.06
42.083
0.00
3.48
0.510
0 I
1.03
42.167
0.00
3.37
0.487
0
1.00
42.250
0.00
3.27
0.464
0 I I
I I 0.97
42.333
0.00
3.17
0.442
0 I
I 0.94
42.417
0.00
3.07
0.420
0
0.91
42.500
0.00
2.97
0.400
0 I
0.89
42.583
0.00
2.88
0.379
0
0.86
42.667
0.00
2.79
0.360
0
0.84
42.750
0.00
2.71
0.341
0 I
0.81
42.833
0.00
2.62
0.322
0
0.79
42.917
0.00
2.54
0.305
0
I 0.77
43.000
0.00
2.47
0.287
0 I I
I 0.75
43.083
0.00
2.39
0.271
0
0.73
43.167
0.00
2.32
0.255
0 I
I 0.71
43.250
0.00
2.25
0.239
0
I 0.69
43.333
0.00
2.18
0.224
0
I 0.67
43.417
0.00
2.11
0.209
0
0.65
43.500
0.00
2.04
0.195
0
I I 0.63
43.583
0.00
1.98
0.181
0 I
0.61
43.667
0.00
1.92
0.167
0
0.60
43.750
0.00
1.86
0.154
0
0.58
43.833
0.00
1.80
0.142
0
I 0.56
43.917
0.00
1.75
0.129
0 I I
0.55
44.000
0.00
1.69
0.117
0
I 0.53
44.083
0.00
1.64
0.106
0
0.52
44.167
0.00
1.59
0.095
0
0.51
44.250
0.00
1.47
0.084
0
0.47
44.333
0.00
1.30
0.075
0 I
0.42
44.417
0.00
1.16
0.066
0
0.37
44.500
0.00
1.03
0.059
0
0.33
44.583
0.00
0.91
0.052
0 I I
I I 0.29
44.667
0.00
0.81
0.046
0 I
I 0.26
44.750
0.00
0.71
0.041
0 I
I ( 0.23
44.833
0.00
0.63
0.036
0
0.20
44.917
0.00
0.56
0.032
0 I
0.18
45.000
0.00
0.50
0.029
0 I
0.16
45.083
0.00
0.44
0.025
0
I 0.14
45.167
0.00
0.39
0.022
0 I
0.12
45.250
0.00
0.35
0.020
0
0.11
45.333
0.00
0.31
0.018
O I
0.10
45.417
0.00
0.27
0.016
0 I
0.09
45.500
0.00
0.24
0.014
0
I 0.08
45.583
0.00
0.21
0.012
0
I 0.07
45.667
0.00
0.19
0.011
0
I 0.06
45.750
0.00
0.17
0.010
0 I
I 0.05
45.833
0.00
0.15
0.009
0
I 0.05
45.917
0.00
0.13
0.008
0
0.04
46.000
0.00
0.12
0.007
0 I
I I 0.04
46.083
0.00
0.10
0.006
0
I I 0.03
46.167 0.00 0.09 0.005 O I 1 I 1 0.03
Remaining water in basin = 0.00 (Ac.Ft)
****************************HYDROGRAPH DATA****************************
Number of intervals = 554
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 124.636 (CFS)
Total volume = 98.871 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************
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n.
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2001
Study date: 07/13/04
juniper detention basin
100 year storm for back to back storm
name: juniperd200
initial water in the basin = 1.591
--------------------------------------------------------------------
Allard Engineering, Fontana, California - SIN 643
--------------------------------------------------------------------
********************* HYDROGRAPH INFORMATION **********************
From study/file name: juniperdl00.rte
****************************HYDROGRAPH DATA****************************
Number of intervals = 296
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 421.297 (CFS)
Total volume = 98.876 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 20.000
**** RETARDING BASIN ROUTING ****
User entry of depth -outflow -storage data
Total number of inflow hydrograph intervals = 296
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 1.59(Ft.)
Initial basin
depth =
1.59 (Ft.)
Initial basin
storage
= 1.07
(Ac.Ft)
Initial basin
---------------------------------------------------------------------
outflow
= 5.41 (CFS)
--------------------------------------------------------------------
Depth vs. Storage and
Depth vs. Discharge
data:
Basin Depth
Storage
Outflow
(S-O*dt/2)
(S+0*dt/2)
(Ft.)
(Ac.Ft)
(CFS)
(Ac.Ft)
(Ac.Ft)
---------------------------------------------------------------------
0.000
0.000
0.000
0.000
0.000
0.500
0.090
1.570
0.085
0.095
1.500
0.890
5.200
0.872
0.908
2.500
2.930
7.500
2.904
2.956
3.500
5.710
9.340
5.678 5.742
4.500
8.640
12.250
8.598 8.682
5.500
11.670
18.890
11.605 11.735
6.500
14.820
27.720
14.725 14.915
7.500
18.080
38.260
17.948 18.212
8.500
21.460
49.950
21.288 21.632
9.500
24.950
65.900
24.723 25.177
10.500
28.560
92.260
28.242 28.878
11.500
31.360
124.930
30.930 31.790
--------------------------------------------------------------------
---------------------------------------------------------------------
Hydrograph
Detention
Basin Routing
Graph values:
II'= unit
inflow;
101=outflow
at time shown
---------------------------------------------------------------------
Time
Inflow
Outflow
Storage
Depth
(Hours)
(CFS)
(CFS)
(Ac.Ft) .0
105.3 210.65 315.97
421.30 (Ft.)
0.083
0.97
5.35
1.021 0
I
1.56
0.167
6.30
5.33
1.010 0
I
I 1.56
0.250
15.93
5.38
1.049 OI
1.58
0.333
24.65
5.49
1.152 OI
1.63
0.417
28.64
5.66
1.297 0
I
I I
1.70
0.500
30.32
5.84
1.460 0
I
I I
I 1.78
0.583
30.86
6.03
1.630 0
I
I 1.86
0.667
31.15
6.23
1.801 0
I
I
1.95
0.750
31.43
6.42
1.973 0
I
I
2.03
0.833
31.50
6.61
2.145 0
I
2.12
0.917
31.56
6.81
2.316 0
I
I
2.20
1.000
31.62
7.00
2.486 0
I
2.28
1.083
31.69
7.19
2.655 0
I
2.37
1.167
31.75
7.38
2.823 0
I
I I
2.45
1.250
31.82
7.54
2.991 0
I
I
2.52
1.333
31.89
7.65
3.158 0
I
2.58
1.417
31.95
7.76
3.325 0
I
I
I 2.64
1.500
32.02
7.87
3.491 0
I
I
2.70
1.583
32.09
7.98
3.657 0
I
I
2.76
1.667
32.15
8.09
3.823 0
I
I I I
I 2.82
1.750
32.22
8.20
3.989 0
I
I
I 2.88
1.833
32.29
8.31
4.154 0
I
I
2.94
1.917
32.36
8.42
4.319 0
I
I I I
3.00
2.000
32.43
8.53
4.484 0
I
I I
I 3.06
2.083
32.50
8.64
4.648 0
I
3.12
2.167
32.57
8.75
4.813 0
I
3.18
2.250
32.65
8.85
4.977 0
I
I I I
3.24
2.333
32.72
8.96
5.140 0
I
I
3.30
2.417
32.79
9.07
5.304 0
I
I 3.35
2.500
32.87
9.18
5.467 0
I
I I
I 3.41
2.583
32.94 .,
9.29
5.630 0
I
I I
I 3.47
2.667
33.02
9.42
5.793 0
I
I I
I 3.53
2.750
33.09
9.58
5.955 0
I
I
3.58
2.833
33.17
9.74
6.117 0
I
3.64
2.917
33.24
9.90
6.278 0
I
I
3.69
3.000
33.32
10.06
6.438 0
I
3.75
3.083
33.40
10.22
6.598 0
I
3.80
3.167
33.48
10.38
6.757 0
I
I
3.86
3.250
33.56
10.54
6.916 0
I
3.91
3.333
33.64
10.70
7.074 0
I
3.97
3.417
33.72
10.85
7.232
0 I
4.02
3.500
33.80
11.01
7.389
0 I
4.07
3.583
33.88
11.16
7.546
0 I I
I 4.13
3.667
33.97
11.32
7.702
0 I I
4.18
3.750
34.05
11.47
7.858
0 I
4.23
3.833
34.14
11.63
8.013
0 I I
4.29
3.917
34.22
11.78
8.168
0 I
I 4.34
4.000
34.31
11.93
8.322
0 I I
I 4.39
4.083
34.40
12.09
8.476
0 I I
4.44
4.167
34.48
12.24
8.630
0 I I
4.50
4.250
34.57
12.56
8.782
0 I I
4.55
4.333
34.66
12.89
8.933
0 I I
4.60
4.417
34.75
13.22
9.082
IOI I
4.65
4.500
34.85
13.54
9.230
IOI I I
I I 4.69
4.583
34.94
13.86
9.376
I0I I I
I I 4.74
4.667
35.03
14.18
9.520
IOI I I
I I 4.79
4.750
35.12
14.49
9.663
IOI I I
I 4.84
4.833
35.22
14.80
9.804
IOI I I
I 4.88
4.917
35.32
15.11
9.944
IOI I I
I I 4.93
5.000
35.41
15.41
10.082
IOI I I
I 4.98
5.083
35.51
15.71
10.220
IOI I I
I I 5.02
5.167
35.61
16.01
10.355
IOI I I
I I 5.07
5.250
35.71
16.30
10.490
IOI I I
I I 5.11
5.333
35.81
16.59
10.623
IOI I
I I 5.15
5.417
35.91
16.88
10.754
I0I I I
I 5.20
5.500
36.02
17.17
10.885
IOI I I
I I 5.24
5.583
36.12
17.45
11.014
IOI I I
I I 5.28
5.667
36.23
17.73
11.142
I0I I I
I I 5.33
5.750
36.33
18.01
11.269
IOI I I
I I 5.37
5.833
36.44
18.29
11.394
IOI I I
I I 5.41
5.917
36.55
18.56
11.519
IOI I I
I I 5.45
6.000
36.66
18.83
11.642
IOI I I
I I 5.49
6.083
36.77
19.15
11.764
IOI I I
I I 5.53
6.167
36.88
19.49
11.885
IOI I I
I I 5.57
6.250
37.00
19.83
12.004
IOI I I
I I 5.61
6.333
37.11
20.15
12.121
IOI I I
I I 5.64
6.417
37.23
20.48
12.237
I0I I I
I I 5.68
6.500
37.35
20.80
12.352
IOI I I
I I 5.72
6.583
37.47
21.12
12.465
IOI I I
I I 5.75
6.667
37.59
21.43
12.577
IOI I I
I I 5.79
6.750
37.71
21.74
12.688
IOI I I
I I 5.82
6.833
37.83
22.05
12.797
IOI I I
I I 5.86
6.917
37.96
22.35
12.905
IOI I I
I I 5.89
7.000
38.09
22.65
13.012
I0I I I
I I 5.93
7.083
38.21
22.95
13.118
IOI I I
I I 5.96
7.167
38.34
23.24
13.222
IOI 1 I
I I 5.99
7.250
38.47
23.53
13.326
IOI I I
I I 6.03
7.333
38.61 .,
23.82
13.428
IOI I I
I I 6.06
7.417
38.74
24.10
13.530
IOI I I
I I 6.09
7.500
38.88
24.38
13.630
IOI I I
I I 6.12
7.583
39.02
24.66
13.729
IOI I I
I I 6.15
7.667
39.16
24.94
13.828
IOI I I
I I 6.18
7.750
39.30
25.21
13.925
IOI I I
I I 6.22
7.833
39.45
25.48
14.022
IOI I I
I 6.25
7.917
39.59
25.75
14.117
IO I I I
I I 6.28
8.000
39.74
26.02
14.212
IO I I I
I I 6.31
8.083
39.89
26.28
14.306
10 I 1
6.34
8.167
40.04
26.54
14.400
10I I I
I 6.37
8.250
40.20
26.80
14.492
OI
6.40
8.333
40.35
27.06
14.584
OI
I 6.43
8.417
40.51
27.32
14.676
I OI ( I
I I 6.45
8.500
40.67
27.57
14.766
I OI
6.48
8.583
40.84
27.84
14.856
I OI
6.51
8.667
41.00
28.12
14.945
102
I 6.54
8.750
41.17
28.41
15.033
I OI
I I 6.57
8.833
41.34
28.69
15.121
0I I I
I I 6.59
8.917
41.52
28.97
15.208
OI
6.62
9.000
41.69
29.25
15.294
I OI
I 6.65
9.083
41.87
29.53
15.379
I OI I
6.67
9.167
42.05
29.80
15.464
10I
6.70
9.250
42.24
30.07
15.548
OI
I 6.72
9.333
42.43
30.34
15.631
OI I
6.75
9.417
42.62
30.61
15.714
OI
6.77
9.500
42.81
30.88
15.797
OI
6.80
9.583
43.01
31.14
15.879
OI I
6.82
9.667
43.21
31.41
15.960
I OI
6.85
9.750
43.42
31.67
16.041
10I
6.87
9.833
43.63
31.93
16.122
OI
I 6.90
9.917
43.84
32.19
16.202
0I
6.92
10.000
44.05
32.45
16.282
OI
6.95
10.083
44.27
32.71
16.362
I OI
6.97
10.167
44.50
32.96
16.442
I OI I
I 7.00
10.250
44.72
33.22
16.521
I OI I
I 7.02
10.333
44.96
33.48
16.600
I OI I
I 7.05
10.417
45.19
33.73
16.679
10I
I 7.07
10.500
45.44
33.99
16.758
OI I
7.09
10.583
45.68
34.24
16.837
OI
7.12
10.667
45.94
34.50
16.916
OI I
I 7.14
10.750
46.19
34.75
16.995
I OI
7.17
10.833
46.46
35.01
17.073
I OI
7.19
10.917
46.72
35.26
17.152
0I
7.22
11.000
47.00
35.52
17.231
OI I
7.24
11.083
47.27
35.77
17.310
OI
7.26
11.167
47.56
36.03
17.390
0I
7.29
11.250
47.85
36.29
17.469
I OI
7.31
11.333
48.15
36.54
17.549
I OI
7.34
11.417
48.46
36.80
17.629
I OI I
7.36
11.500
48.77
37.06
17.710
I OI
7.39
11.583
49.09
37.32
17.791
OI I
7.41
11.667
49.42
37.59
17,872
I OI
7.44
11.750
49.76
37.85
17.954
OI I
I 7.46
11.833
50.10
38.12
18.036
OI
7.49
11.917
50.46
38.39
18.119
0I
7.51
12.000
50.82
38.68
18.202
OI I
7.54
12.083
50.93 ,
38.97
18.285
OI ( I
7.56
12.167
49.89
39.24
18.363
I OI
I 7.58
12.250
47.70
39.46
18.428
I OI
7.60
12.333
45.79
39.63
18.478
0
7.62
12.417
45.17
39.77
18.517
I O
7.63
12.500
45.19
39.90.
18.554
0 I
7.64
12.583
45.54
40.03
18.591
0 I
7.65
12.667
45.97
40.16
18.630
0 I
I 7.66
12.750
46.42
40.31
18.671
I O
7.67
12.833
46.95
40.46
18.715
0
I 7.69
12.917
47.49
40.61
18.761
I 0
13.000
48.07
40.78
18.810
1 0
13.083
48.65
40.96
18.861
I 0
13.167
49.27
41.15
18.916
1 0
13.250
49.90
41.35
18.973
1 0
13.333
50.57
41.56
19.033
( 0
13.417
51.26
41.78
19.097
1 0
13.500
51.99
42.01
19.164
1 0
13.583
52.76
42.25
19.235
( 0I
13.667
53.58
42.51
19.309
( 01
13.750
54.43
42.78
19.387
1 OI
13.833
55.33
43.07
19.469
( OI
13.917
56.27
43.37
19.556
( 0I
14.000
57.27
43.68
19.647
( OI
14.083
58.33
44.01
19.744
1 OI
14.167
59.54
44.36
19.845
1 02
14.250
60.87
44.74
19.953
1 OI
14.333
62.28
45.13
20.067
1 OI
14.417
63.67
45.55
20.189
1 OI
14.500
65.13
46.00
20.317
1 OI
14.583
66.65
46.47
20.453
1 0 I
14.667
68.31
46.96
20.596
1 0 I
14.750
70.07
47.48
20.747
( O I
14.833
72.00
48.04
20.907
1 0 I
14.917
74.08
48.63
21.077
1 0 I
15.000
76.39
49.25
21.258
( 0 I
15.083
78.90
49.92
21.452
( 0 I
15.167
81.72
50.85
21.658
1 0 I
15.250
84.84
51.86
21.878
1 0 I
15.333
88.40
52.94
22.113
I 0 I
15.417
91.60
54.08
22.365
1 0 I
15.500
91.84
55.25
22.620
( 0 I
15.583
89.21
56.34
22.859
1 0 I
15.667
88.55
57.35
23.080
1 0 I
15.750
93.45
58.39
23.308
1 0
15.833
103.07
59.63
23.578
1 0'
15.917
118.21
61.21
23.924
( 0
16.000
143.94
63.38
24.398 I
O
16.083
203.06
67.31
25.142 1
0
16.167
328.53
77.04
26.476
( 0
16.250
421.30
91.65
28.477 1
0
16.333
371.39
114.84
30.496 1
Warning:
Basin
depth
limit exceeded,
16.417
232.29
129.29
31.734 1
Warning:
Basin
depth
limit exceeded,
16.500
154.27
134.23
32.157 1
Warning:
Basin depth
limit exceeded,
16.583
115.61
134.29
32.162 1
Warning: Basin depth
limit exceeded,
16.667
102.55
132.34
31.995 1
Warning: Basin depth
limit exceeded,
16.750
94.74
129.74
31.772 1
Warning: Basin depth
limit exceeded,
16.833
83.43
126.60
31.503 1
I
16.917
77.68
123.04
31.198 1
I
17.000
73.06
119.36
30.882 1
I
17.083
69.27
115.64
30.563 I
I
1b.5
tyse•�
I
I
0 I
the data here
10 II
the data here
I OI I
the data here
I 0 1
the data here
II 0 1
the data here
110 I
the data here
10
10
10
0 I
7.70
( ( 7.72
1 ( 7.73
1 1 7.75
1 7.76
1 ( 7.78
1 7.80
1 7.82
1 I 7.84
( 1 7.86
1 7.89
7.91
1 ( 7.94
( 1 7.96
1 7.99
1 ( 8.02
1 8.05
1 8.09
( 1 8.12
( ( 8.16
( ( 8.20
( 1 8.24
1 8.29
1 1 8.34
1 8.39
( 8.44
( 8.50
8.56
8.62
1 8.69
1 8.76
( 8.83
1 ( 8.90
1 ( 8.96
1 9.03
9.11
1 9.21
( 1 9.34
1 ( 9.55
I 1 9.92
II 10.48
I 1 11.19
is an estimation
1 1 11.63
is an estimation
1 1 11.78
is an estimation
1 1 11.79
is an estimation
1 1 11.73
is an estimation
1 1 11.65
is an estimation
( 1 11.55
1 ( 11.44
1 1 11.33
11.22
17.167
65.82
111.92
30.245
I 0
I I 11.10
17.250
62.77
108.24
29.930
I I 0 I
10.99
17.333
60.10
104.63
29.620
I OI
10.88
17.417
57.79
101.10
29.317
1 I OI I
10.77
17.500
55.76
97.67
29.024
I I 01 I
10.67
17.583
53.96
94.37
28.740
I I 01 I
I 10.56
17.667
52.33
91.57
28.466
I 0
10.47
17.750
50.87
89.61
28.198
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1.186
0 I
1.65
40.417
0.00
5.49
1.148
0
I 1.63
40.500
0.00
5.45
1.111
0
1.61
40.583
0.00
5.41
1.073
0 I
I 1.59
40.667
0.00
5.36
1.036
0
1.57
40.750
0.00
5.32
0.999
0 I
1.55
40.833
0.00
5.28
0.963
0 I
1.54
40.917
0.00
5.24
0.927
0
1.52
41.000
0.00
5.20
0.891
0
I 1.50
41.083
0.00
5.04
0.855
0 I I
I 1.46
41.167
0.00
4.89
0.821
0
1.41
41.250
0.00
4.74
0.788
0
I 1.37
41.333
0.00
4.59
0.756
0 I I
1.33
41.417
0.00
4.45
0.725
0 I
1.29
41.500
0.00
4.31
0.695
0
1.26
41.583
0.00
4.18
0.665
0
1.22
41.667
0.00
4.05
0.637
0 I
1.18
41.750
0.00
3.93
0.610
0 I
1.15
41.833
0.00
3.81
0.583
0
1.12
41.917
0.00
3.69
0.557
0
1.08
42.000
0.00
3.58
0.532
0
1.05
42.083
0.00
3.47
0.508
0 I
1.02
42.167
0.00
3.36
0.484
0
0.99
42.250
0.00
3.26
0.462
0 I
0.96
42.333
0.00
3.16
0.440
0 I I
I I 0.94
42.417
0.00
3.06
0.418
0 I
0.91
42.500
0.00
2.96
0.397
0
0.88
42.583
0.00
2.87
0.377
0
0.86
42.667
0.00
2.79
0.358
0 I
0.83
42.750
0.00
2.70
0.339
0 I
0.81
42.833
0.00
2.62
0.321
0
0.79
42.917
0.00
2.54
0.303
0
0.77
43.000
0.00
2.46
0.286
0
0.74
43.083
0.00
2.38
0.269
0 I
0.72
43.167
0.00
2.31
0.253
0 I
0.70
43.250
0.00
2.24
0.237
0
0.68
43.333
0.00
2.17
0.222
0
0.67
43.417
0.00
2.10
0.207
0
0.65
43.500
0.00
2.04
0.193
0 I
0.63
43.583
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1.97
0.179
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0.61
43.667
0.00
1.91
0.166
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43.750
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1.86
0.153
0
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43.833
0.00
1.80
0.140
0 I
I 0.56
43.917
0.00
1.74
0.128
0
0.55
44.000
0.00
1.69
0.116
0
0.53
44.083
0.00
1.64
0.105
0 (
I 0.52
44.167
0.00
1.59
0.094
0 I
I 0.50
44.250
0.00
1.45
0.083
0
0.46
44.333
0.00
1.29
0.074
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0.41
44.417
0.00
1.14
0.065
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0.36
44.500
0.00
1.01
0.058
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I 0.32
44.583
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0.90
0.051
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0.29
44.667
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0.80
0.046
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0.25
44.750
0.00
0.71
0.040
0
0.22
44.833
0.00
0.63
0.036
0
0.20
44.917
0.00
0.55
0.032
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I 0.18
45.000
0.00
0.49
0.028
0
I 0.16
45.083
0.00
0.44
0.025
0
0.14
45.167
0.00
0.39
0.022
0
0.12
45.250
0.00
0.34
0.020
0
0.11
45.333
0.00
0.30
0.017
0
0.10
45.417
0.00
0.27
0.015
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0.24
0.014
0 (
0.08
45.583
0.00
0.21
0.012
0
0.07
45.667
0.00
0.19 0.011 0
0.06
45.750
0.00
0.17 0.010 0 I I
0.05
45.833
0.00
0.15 0.008 0 I I
0.05
45.917
0.00
0.13 0.008 0 I
0.04
46.000
0.00
0.12 0.007 0 I
0.04
46.083
0.00
0.10 0.006 0 I
0.03
46.167
0.00
0.09 0.005 0 I
0.03
****************************HYDROGRAPH
DATA****************************
Number of intervals = 554
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 134.289 (CFS)
Total volume = 99.908 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak
(CFS) 0.000 0.000 0.000 0.000 0.000
Vol
(Ac.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************
F) Emergency Spillway Calculations
® ALLARD ENGINEERING DESCRIPTION
® civil engineering land surveying land planning
JOB # SHEET � OF
DESIGNED BY DATE
8253 Sierra Avenue Fontana, CA 92336 APPROVED
(909) 356-1815 • (909) 356-1825
4Zk.-5 +t.
weWf
L m — j
,R-GZ `�'h
G) Storm Drain W.S.P. G. W. and CMP
riser calculation
T1 JUNIPER DETENTION BASIN
T2 LINE B, INTERIM CONDITION
T3
SO 1921.2501417.490 37
R
2013.4001420.920
39
.013
JX
2024.1901421.200
12
4
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2369.7201428.700
12
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CD
JX
2380.4201429.460
14
13
.013
57.600
R
2697.4001436.150
14
CD
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4
JX
2702.5901436.260
15
.000
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R
2980.0001442.120
15
4
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JX
2985.0001442.190
17
16
.013
27.500
R
3297.4001446.310
17
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JX
3302.5901446.380
18
CD
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4
R
3513.4601449.160
18
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3560.5501449.780
18
.013
R
3607.5401450.400
18
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JX
3620.3201451.200
21
19
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63.400
R
3643.9401451.720
21
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JX
3648.9401451.830
21
20
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1.400
R
3709.4201453.210
21
.013
JX
3715.8901453.300
24
22
23.013
5.350
R
3964.4101458.740
24
.013
JX
3969.6001458.880
25
.013
R
4308.5701471.390
25
.013
JX
4319.3301472.110
29
28
.013
100.300
R
4664.4101479.630
29
.013
JX
4669.6001479.800
30
.013
R
4958.3001484.970
30
.013
JX
4966.6001485.670
32
31
.013
20.800
R
5301.9401492.510
32
.013
JX
5310.6901493.000
34
33
.013
41.200
R
5340.4601501.660
34
.013
R
5462.4701502.860
34
.013
WE
5462.4701502.860
35
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1428.000
000 .000 0
N
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1430.190 30.0 .000
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.000 .000 0
1443.400 60.0 .000
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.000 .000 0
-14.744 .000 0
14.390 .000 0
1451.100 30.0 .000
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1453.030 67.0 .000
.000 .000 0
5.3501454.4601454.460 68.0 76.0 .000
.000 .000 0
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1472.150 30.0 .000
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1485.980 30.0 .000
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1493.250 56.6 .000
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.000 .000 0
SH
5462.4701502.860
35
1502.860
CD
1
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2
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4
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5
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6
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2.500
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CD
CD
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CD
CD
CD
CD
CD
CD
CD
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CD
CD
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CD
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CD
CD
CD
CD
CD
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CD
CD
Q
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
4
4
4
4
4
4
4
4
4
4
4
4
4
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4
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2
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Reference material
"'ITCH CONDUITS
TRUCK LOADING -CASE Ad&p BEDDING
3 EDGE BEARING TEST- 0.01 CRACK
(LIVE LOAD + DEAD LOAD) 1.25 SAFETY FACTOR
Trench width - outside diameter of pipe + 2 feet.
a N
-- - -
-- — f�0w 1,_2v io0u IOro 1670 1780
1890 1 1960 120601 E150
uEPTH OF
COVER- IN FEET
a'° I 1 2
3
4
1 5
6
7
8
9
10 II
12 13
14 15 16
12 7750 /7/0
1510
1570
/ia0
1490
/670
1860
ZOZO
2340
2500 2600
2700 1 ?790
24.80 2550
7 A a 0
15 4360 / 1 z0 1530 /JDO 2.7727
2000
2130
2270 _970
266 810
18 3040 ,570
1460
1300
1280
1690
1700
1920
2010_I_0
_240
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2550 26101670
21 2790 /520
a10
128-
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1610
1690
1820
1930
2020
2110
2270 2320
_420
24 2550 /490
1360
1220 //90
1520
21602250
1620
1730
1880
1930 2040
23dp 2-500
2% 23e0 A40Q� j$60
II_20
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1660 1760
1870 Z020
2070 2190
2320 2460
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40
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1860 1970
2060 1130 2240 2d Z0
33 LOO /490
31L0
1190
1120
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2
1510
155o 1700 1820 19L0
36 1990 /2J
10
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1470
1570 1670 1770 1890
1990 2070 2170 1380
39 /080 /170
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1330 1630 1700 1810
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1510 1990 1700 1800
1920 2030 2120 2200 t170
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51
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1080
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1460 1380 1660 1760 1860 1940 2060 EI , �$
G57
6V 0-14p/0.90
960
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63 Q 060
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9i► 99lJ .9 A
a„ e
DEPARTMENT OF Coum ENGINEER - COUM7 OF LOS ANGELES
DESIGN DIVISION
APPROVED
DIVISION ENGINEER
COUNTY ENGINEER
STANDARD
DATE: 5- 7 - 6 4
COUNTY ENGINEER I REVISED TO:
01.
-- - -
-- — f�0w 1,_2v io0u IOro 1670 1780
1890 1 1960 120601 E150
102 940
890 79� O
660 1150 1240 1390 Ib50 1550 1650 1770
1880 1950 2060 2140
108 900
000 77 _90
BSO 1140 1230 1350 1450 1550 1650 1770
18701950 2040 2140
114 860
770 7 00 0
930
Ilia IESO 1920 1450 1550 1650 1760
1860 1950 2040 EL40
120 820
7S® 7'40 70
8.90
1100 IE30 1320 1490 1540 1650 1760
1860 1.950 2040 E140
LOAD
FACTORS
L fO&Ors a/v Me />vb 0r�Pra',fi/7y
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DEPARTMENT OF Coum ENGINEER - COUM7 OF LOS ANGELES
DESIGN DIVISION
APPROVED
DIVISION ENGINEER
COUNTY ENGINEER
STANDARD
DATE: 5- 7 - 6 4
COUNTY ENGINEER I REVISED TO:
01.
DETENTION BASIN POLICY AND DESIGN CRITERIA
1. f ENERAL
New development may increa$® flood hazards to downstream properties unless
adequate drainage facilities are provided to mitigate potential drainage
problems. The most desirable mitigation of potential drainage problems is the
construction of street improvements and/or permanent drainage facilities to
convey the increased drainage flows generated by the development.
The drainage facilities and/or street system should be connected to an ultimata
drainage system and, if possible, the drainage system should be designed acid
constructed as part of the City's comprehensive storm drain plan.
Detention basins are often used as a part of the regional flood control system
or as a temporary part of the local, uttimate drainage system. A regional
detention facility is normally used to decrease and/or regulate downstream
drainage flows, decrease the size of downstream drainage systems, or to
provide for water conservation. Regiond detention basin are normally
constructed as a part of the .San Bernardino County Flood Control District
system or are basins that can be incorporated into the Flood Control's District's
existing or proposed drainage system.
Except for regional detention basins and water conservation basins, detention
basins will not normally be permitted as a permanent part of the ultimate
drainage system. Thos is due to the relatively high maintenance factors,
nuisance factors, potential safety hazards, and the general lack of equipment
and expertise of the City in maint$ining such basins.
Except for joint use basins, at locations where such joint use is practical and
desirable, and regional basins are described above. the use of permanent
detention basins wiq not normally be permtted. The use of interim • local
detention basins is discussed below and conditions for the use of the basins
are provided.
Definitions of regional, local, interim and joint use basins are provided in B,1,
'Detention Basin Design Criteria.-
LX A
2. -QSE OF INTERIM �QQA4 DETENTIQN 9A51N$
In the event it is shown to be uneconomical or otherwise impractical to connect
to an existing portion of the ultimate drainage or flood control system, the use
of interim, local detention basins will be permitted. Local detention basins are
difficult to monitor, expensive to maintain, any may become a public nuisance.
Therefore, interim detention basins shall only be used when the following
conditions are mer
a. In the opinion of the City Engineer, the construction of an uttimate
drainage system to serve the development is not economically feasible
or practical.
b. The interim basins can be demonstrated to adequately mitigate
downstream drainage flows.
C. Sufficient detailed data to ensure their feasibility shall be provided prior -
to Planning Commission approval.
d. A maintenance and inspection program for the detention basins shall be
established for each deveicipment Funding shag be assured until such
time as the ultimate drainage system can be constructed.
®. Sufficient design information and details shad bo provided to shown that
the interim basins can be removed in file future and the development
drainage system can be integrated into the u#ffinacte drainage system
unless this condition is waived by the City Engineer.
kg RRIP-M
Joint use basins shaA be utilized only in those conditions where it is shown to
be uneconomical or otherwise impractical to construct or connect to an existing
portion of the ultimate drainage system, and a beneficial joint use for the facility
can be demonstrated.
The same general conditions listed in Section A,2 above shale be met tf the
joint use basin is to be considered a permanent fadGty, Section A,2,e, will not
be necessary.
The basin shall be site specific and shall be approved by all agencies involved-
2
nvolved
2
B. DETENTION BASIN DESIGN r
RITERIA
The following design parameters and criteria are provided as guidelines to ens
proper detention basin design, construction and operation. urs
soltely
necessary and dependent upon site conditions, these guidelines may be modified
approved in writing. by the City Engineer. An engineering report will be necessary to
justify and support any modifications.
�• AEFINfTIOPiS
a. Regional Detention Basin
1) A basin which can be incorporated into the Flood Control
Districts existing or proposed drainage system,
2) Basin owned and operated by the Flood Control District,
although it may be joint use, and
3) A basin which will reduce the downstream peak flow rate
and the necassary downstream storm drain_ size.
b- Local Detention Basin
1) A basin which will not be Vcorporated into the Flood
Control (District's existing or proposed drainage system,
2) A basin owned by an individual or organization other than
the Flood Control District and
3) A basin which win reduce the downstream peak
but will not be considered in storm drains_ flow rate,
downstream downswing future
C- Joint use Detention Basin
A regional or local detention basin which has an additional use
such as football field, parking lot, golf course, lake, etc.
d- Temporary Detention Basin
1) A local detention basin used to reduce downstream peak
now rates until ultimate storm drain faalities can b®
constructed as part of a phased development, and
2) Generally, the life of the basin shall not exceed 10 years.
3
a. Design Criteria
Regional detention basins are assumed to- be a part of the
regional drainage system and, therefore, will be incorporated into
the District drainage system.
All regional detention basins will be designed in accordance with
the San Bernardino County Flood Control District's "Detention
Basin Design Criteria."
RON-4 4*91; �At a 1111101111114F � F VVY.MWWO.- Re-NWO i =4�lq
a. When a basin is to be used to mitigate downstream impacts due
to increased flows generated by a development, the basin
capacity and outlet size shall be such that the post -development
peak now rate generated by the development shaA be less than
or equal to 90% of the pre -development peak flow rate from the
site for ail frequency storms up to and including 100 -year.
1) Only Z 10, 23 and 100 -year storms need to be analyzed.
2) Additionsg studies shag be submitted where there exists
more than one basin in the drainage area under review.
The studies shag address the timing of the peak flow rates
from the basins to ensure downstream flow rates are not
increased.
b. When a basin (gener* regional or regional joint use) is to be
used to reduce the size of a master planned downstream
drainage facility, the basin capacity and outlet size shall be such
that the 100 -year basin peak overflow rate is not greater than the
downstream facirriity's AqgiM capacity.
1) If the basin outlets -into a Flood Control District channel,
open channel design capacities shfall be per the San
Bernardino County Flood Control District criteria and
- policy. A permit from the Flood Control District will be
required.
2) Pressure flow dosed conduits shall be designed such that
the hydraulic grade line is below the ground or street
surface. In those reaches where no surface flow *11 be
4
ntercepted (now or in the future), a hydraulic grade line
which enr;roaches on or is slightly higher than the ground
or street surface will be acceptable.
3) Non -pressure flow closed conduit capacities shall be
based on a kw depth no greater than 0.8 times the
conduit diameter or height-
s. Where downstream erosion is a major concern, the duration of
erosive flow velocities for all frequency storms stag not be
substantially increased unless other forms of mitigation are
Provided. This can be accomplished by reducing ttta peals now
rate further than that required above. Refer to 'Handbook d
Hydraulics' by Horace Williams Kng and Eamest F. Brater, and
'Open Channel Hydraulics by Ven To Chow, Ph.d., for $rosave
flow velocities, In cases such as this, special studies and design
may be required.
d. When there exists a potential for debris entering the basin, the
basin capacity shag be increased or a desilting basin provided to
accommodate the debris production generated from a 106 -year
storm. four years after a bum (over the entire watershed), phis
20% due to maintenancs un_cairtairtties.
1) For all basins where a significant amount of debris
accumulation is anticipated, a debris disposal area or
areas may be required.
2) 'A New Method of Estimating Debris -Storage
Requirements for Debris Basin' by Fred E Tatum of the
U.S. Antsy Corps of Engineers shag be used for
determining thbt 100 -year debris volume.
3) The basin capacity for local detention basins fed by natural
drainage courses or earth channels with undeveloped
watershed less than 0.5 square mile shall be enlarged to
handle an additional ilve years of accumulated annual
debris based on the attached Figure 1. For basins fed by
natural drainage courses with watersheds larger than 0.5
- square mile, a special debris study may be necessary, or
a regional detention basin shag be ut�Tized.
4) The basin capacity for detention basins located in
watersheds known to have a high risk of burning shall be
increased as determined by the City Engineer.
9
e. Outlet Drain
t) The outlet pipe for all banns except temporary basins shall
be a minimum 24 -inch RC? (1,350 D minimum) for local
basins. The outlet pipe or conduit shall be encased with
cutoff collars per the 'Los Angeles County Flood Control
Design Manual - Debris Dams and Basins," or designed
per 'Section 242, Cut -and -Cover Conduit Detail' of the
Bureau of Reclamadon's publication "Design of Small
Dams.'
2) Reinforced concrete collars generally from 2 to 3 feet high,
12 to 18 inches wide, and spaced from T to 10 times their
height shall be provided
3) An joints for pipes not encased shall be rubber gasketed.
4) The pip® shall be capable of withstanding Hao live loads
plus the applicable dead loads.
5) Erosion control measures shag be provided at the outlet of
the basin outlet pipe.
6) Temporary basin p( flet pipes may be a minknum 244nch
CRAP, 12 -gauge with seep rings. Design considerations
shall be as stated above.
7) A metered outlet structure may be necessary to provide
the necessary flow attenuation for all frequeruy storms.
'1P shaped weirs and rvotched wee are preferred over.
other alternates because they do not plug with debris and
trash as easily as other designs, "This condition may be
waived on a case-by-case basis by the City Engineer,
depending upon severity of drainage problems.
8) All detention basin outlets should be sized so the basin will
drain within 24 hours after the basin reaches its 10Q -year
peak depth/volume. If the basin does not drain in 24
hours, further studies using longer duration storms wig be
necessary. The basin storage volume (capacity) may
need to be increased to accommodate subsequent
storms.
9) Trash racks shall be provided at the inlet to the basin
outlet structure(s).
0
10) More warranted, and at the discretion of the City Engineer
a depth gauge shall be provided on the basin outlet stere
in order to monitor debris deposition and basin operation.
11) Anti-vortax devices shall be provided where warranted.
f.- Anallysls Methodology
1) Pres -development and post -development peak flow rates shall
be developed during the procedures outlined in the San
Bernardino County Hydrology Manual, except as modified
below. The input parameters (procedures) described in the
manual shall be modified as follows when calculating the pre -
development peak flow rates:
a) 10 -year peak flow rates shall be calculated using 5 -
year rainfafl,
b) 25 -year peak flow rates shall be calculated using 10 -
year rainfall, and
C) 100 -year peak flow rates shall be calculated using 25 -
year rainfall, and AMCII.
The basin outflow shall be metered to 90% of the calculated
pre -development peak' flow rates- The post-deMopment
peak flow rates .',fd the basin shall be calculated in
accordance with the County Hydrology Manual -
2) Basin inflow hydrographs shall be developed using the
procedures outlined in the San Bernardino County Hydrology
Manual, as modified.
3) Basin outflow hydrograph routing shall be developed by the
Modified Puls Method.
4) Channel hydrograph routing shall be calculated by the
convex channel routing methods or by moving the
hydrograph utilizing travel time.
a Local and Temporary Basinz
1) Generally, no more than 50% of the basin's 100 -year storage
depth should be above existing ground, I. e., 50% or more of
the 100 -year minimum storage depth must be below the
lowest ground outside basin. When feasible, the 100 -year
design water surface elevation should be at or below existing
natural ground.
7
2) The basin's maximum water depth for 100 -year design
should be a feet or less. Reference is made to 3,a(3) and
3,b,(2) below.
3) When site conditions warrant and safety can be assured,
- the above depth requirements may be modified if the
following conditions are met;
a) The detention basin Is designed in accord
once with
the Los Angeles County F1OOd Control DiStr1CY5 `
'Design Manual - Debris Dams and Basins. -
b) The basin embankment is d
e-SlIgned and
constructed of material or has a solid care which
does not allow seepage or piping to occur due to
rodent holes.
b. Regional Basins
t) Depths shall be as approved by the Food Control DLgrict
and the basin shag be designed in mance with p{stnct
Detention Basin Design C&Wia_
2) Basins with embar*monf heights greatxar than or
;0 to
25 feet and cap �,
g afar than or equal is 15 aae-feet
or a capacity greater than or equal to 50 acre-feet - and a
height greater than or equal to 5 feet, shag be reviewed
and approved by the State Division of Safety of Dams.
(See Fgure 2)
C. Joint use Basins
1) Depths should be shanow and compatible with the
secondary use.
2) The allowable depth in most cases will be site specific and
Shall be approved by all agencies irnroived_
a. AI! detention basin spillways shag be designed to pass the fully
developed 1,OMYear peak ftow rata (o a 1.3,5 01oo - 211 A, .
a)
b. Spillway outflows shall be adequately conveyed to a storm drain,
drainage channel, street or an established watercourse.
C. Generally, all spillway structures shall be constructed of reinforced
concrete. For temporary detention basins, the spillway may be
constructed with grouted rock or other forms of approved
protection designed to resist maximum design velocities. Tl,e
spillway may be waived for small temporary basins at the
-discretion of the City Engineer.
d. When the spillway crest is more than 3 feet above the flowltne of
the facility the Spillway outlets into, the spillway shall be
constructed of reinforced co=ete.
®. Generally, the spillway crest shall be at or above the basin's
design 100 -year high water line (HWL).
a. Local and temporary basins shall have a minimum 1-fogt 6f
freeboard above the 1,000 -year HWL on the emergency spillway
of 2 feet of freeboard above the 100 -year MNL in the basin,
Whichever is more stringent.
b_ Joint use basins shag conform to the applicable local or regional
freeboard requirements.
PT-12,11113►►ii_►1
a_ Basin side slopes should be 3:1 or flatter an the wet side and 2:1
or flatter on the dry side. Steeper slopes may be acceptable on
a case-by-case basis if rock r"ined and recommended in the soils
and geotechnical report
b. Top Width of Levee
1) Regional and local basins - 15 feet minimum*
2) Joint Use - site specific
3) Refer to Section 9,c
4 may be possible to deviate from minimum for Temporary
Detention Basins.
C. For design of the embankment abutments and adjacent slopes,
a soils and geotechnical report shall be prepared by a soils and
geotechnical engineer with a demonstrated expertise in earth fill
9
dam design. The report shall include:
1) Site geology, including bedding, foliation, fracture, joint,
fault, and landslide pian attitudes.
-2) Seismic conditions, including fault locations and potential
seismic surface movements respective loadings and
parameters of seismic shaking.
3) Potential impact of reservoir loading on geologic structure
should be evaluated
4) Detailed descriptlons, locations and logs of all field
explorations.
5) Feld and laboratory tests and analysis descriptions and
results.
6) Groundwater table elevation and analysis of near surface
groundwater movement.
7) Recommended design' parameters including. but not
rimited to, the fog for the dam and its naral
abutments and sl6�tu
s adjacent to reservoir areas:
a) Lateral earth loadings
b) Shear strengths
C) Bearing capacities
d) Permeability
e) Slope stabifity analysis when saturated and during
rapid drawdown conditions
0 Sieve analysis
g) Sand equivalents
h) Liquefaction analysis and, if appropriate, mitigation
i) Seismic Seiche analysis
j) UBC Chapter 70
10
B) Special design and construction recommendations
including, but not limited to, the following-
a) Foundation preparation requirements
b) Suitability of materials for embankments (gradation,
sand equivalent, etc.) and abutments
C) Compaction methods and minimum requirements
d) Seepage and piping control provisions
a) Potential for settlement
f) Seismic considerations
g) Minimum design factors of safety are: '
Without SF►iSmir Ah Seismic
Ernbanlvnc M Abet mcm
& Adjacent Slopo
S abeityy
Seepago - Piping 1.5
h) Necessity of impervious core or shear key
i) Erosion control of abutments
d- Basins not meeting the depth and side slope requirements set
forth previously shag be designed in accordance with the Log
Angeles County Flood Control District's °Design Manual - Debris
Dams. and Basins,°
7. BASIN FLOOR
a- A low flow channel shall be provided from the basin inlet(s) to the
basin oudet-
1) Where basin slopes exceed 2% or produce erosive now
velocities, the low flow channel should be protected from
erosion with reinforced concrete, rock lining, or other form
of approved erosion protection.
11
2) Joint Use Basins
a) A low flow channel or conduit should be provided
to conduct minor flows around the dual use
facilities wherever possible. Low flow channels may
_ not be necessary for parking lot basins or other
similar joint uses.
b) Low flow channel may be grass lined if there exists
a maintenance program which included mowing -
and maintenance of turf in good condition, and
velocities of flow through the various stages of
discharge are low enough to be nonerosive,
b. Earth basin floors shall slope at a minimum 0.5% grade to the low
flow channel.
C. Earth basin floors shall have a minimum grade of 0.5% fr= the
inlet to the outlet unless waived by the City Engineer.
a. Where storm drains enter. -basin, energy dissipaters and/or
erosion protection shall )39 .provided
b. Where natural drainage courses or channels. enter the basin,
some form of invert stabiifzation, such as reinforced concrete Or
grouted stone spgw+ay, shall be provided
C- Energy dissipators may be required when the inletting flow
v®loaties exceed 5 fps.
d. inletting storm drains shall be a minimum 24 -inch RCP (1,350 D).
9. ACCESS
a. Access to the detention basin area shag be provided by a
roadway from a public street or public access to the parcel upon
which the basin is constructed. The roadway shaA have a
rr animum width of 15 feet..
b. Access shall be maintained under all weather conditions.
C. If the basin is isolated or not located adjacent to roadways, a 15 --
foot wide roadway shall be provided along the top of
12
embankment. The intent of this criteria is to have continuous
access around and to the basin for maintenance purposes
Under certain circumstances where it can be shown the
recommended top width is not necessary for structural safety and
maintenance, the criteria may be modified.
1) If access across the spillway is not provided, turnarounds
or other adequate access as necessary for maintenance
shall be provided on both sides of the spillway.
2) If there .exists adequate access for maintenance, this
requirement may be amended.
d. A 15 -foot wide access ramp shag be provided to the basin fKx r.
The width may be reduced to 10 feet for temporary detention
basins.
®. The maximum roadway or access ramp slope shag be 10%
unless the roadway is paved lf th® roadway or access ramp is
paved, the maximum slope shad be 1296. The ramp slope rnay
be between 10% and 15% far temporary detention basins,
10. F IN
M. An basins shall be fere d with 6 -foot chain ru* fencing per
Caltrans standards of other approved barrier unless otherwise
approved by the Engineering Departrnerrt_ Joint use baste
fencing wig be She specific 21A must meet the needs of A
agencies utiliing the basin.
b. Access to the basins shall be gated and locked.
11. RIGKrg&F.WAy
a. Sufficient rights-of-way shall be provided for the construction and
ecorcimical maintenance of the basin(s), including an fill and cut
slopes, and shall include sufficient area to provide for an access
road from a dedicated public street to the basin.
b. Regional basins shaA be dedicated to the District or other
appropriate agency in fee title.
c. Local, temporary, and joint use basins shall be covered by an
adequate drainage easement
13
12. .f FBRENCES TO BE USED IN DESIGN
'A New Method of Estimating Debris - Storage Requirements for Debris
Basins,' Tatum, U.S. Army Engineer District, Los Angeles, CA, 1963
"Design of Small Dams,' U.S. Bureau of Reclamation, 1977
"Handbook of Hydraulics," King and Brater, McGraw HiU Book Company,,
Latest Edition :?
'Los Angeles County Flood Control Manual - Debris Dams and Basins,- Los
Angeles County Flood Control District
"Open -Channel Ftydrauacs," Ven To Chow, Ph.d., 1959
'San Bernardino County Hydrology Manual,' San Bernardino County, 1986.
"San 8emardino County Standards and Specifications,' San Bernardino County
Department of Transportation/Flood Control/Airports
Maintenance responsibilities and related financing mechanism for detention
basins, including joint use faciWes, must be contained in the conditions of
approval of each development. Detailed requftwertts must be included which
woad indicate the procedure to be Wowed, identfcatlon of responsible entry,
and funding requirements for facilities construction, operation and maintenance.
The joint use of detention basins is recommended where compatible uses and
adequate maintenance can be assured However, the approval of any joint use
activity within dcatention basins must be contingent upon obtaining funding for
ongoing operation and maintenance.
The lack of adequate maintenance is considered the most significant problem
in the use of detention basins. Detention basins characteristically require more
maintenance than do other storm drainage or flood control facilities. The
Proper functioning of the facility is also much more sensitive to proper
maintenance. Adequate maintenance, including periodic inspection, debris
removal, weed control, rodent and vector control and repairs, is essential to the
successful use of the basins.
14
Maintenz.nce costs for basins are variable and can be relatively high.
Therefore, adequate funding dedicated solely for basin maintenance is
important.
There are a number of methods available for generating funds necessary to
pay for_ operation and maintenance of detention basins. projects can be
financed by some combination of resources and funding techniques. Following
is a fist of general funding mechanisms and techniques that can be used for the.
operation and maintenance of detention basins.
It is assumed all regional detention basins that area part of the San Semardino
County Flood Control District's channel system wig be maintained by the
District. Therefore, the basin maintenance mechanism discussed herein is for
local detention basins.
a. Developer Cash Depoon
The developer would estabr'ish a maintenance fund with a lump
sum cash deposit. The maintenance -fund to be established
should be based on the rato of-neti m on investment and the rate
of inflation as established anr�WY. The fund would be equal to
the present worth of the,4iVmuaf maintwwca cosy for economic
life of the facaTrtles. The present worth of the inflated cost of each
annual maintenance cost will be treated as a single payment in
determiring the amount of the fund_ The following presents the
procedure for establ'ssNng the detention -basins maintenarce
fund:
1) Estimate average annual maintenance costs at current
year value.
2) Determine maintenance cosi for each year in the future for
the 50 -year economic fife of the project Maintenance cast
will be increased each year by the adopted rate of
inflation.
3) Determine the present worth of each year's maintenance
cost at the established rate for retum on investment_
4) The value of the maintenance fund will equal the sum of
the present worth of each of the maintenance costs. The
maintenance fund to be established for drainage should be
based on the rate of return on investment and the rate of
15
inflation as established annually by the State of California,
Department of Water Resources, in the preparation of their
annual project update bulletin titled "Management of the
California State Water Project'
b. _ Mello -Roos (Community Facilities Act of 1982)
A Mello -Roos Special Tax District can be established by two-
thirds vote of the landowners (when there are 12 or fewer
registered voters) to construct and maintain detention basins.
The annual tax. rate is established for a given period of time
necessary to pay off bonded indebtedness for the cost of
constructing the detention basin and maintaining it for the life of
the tax/bonds. The life of the tax is usually no more than 20-25
years. The tax rate can be reduced, but not increased
Meilo-Roos provides for establishment of a special tax which may.
be levied on the_ area within the district for the purpose of
supporting the issuance of bonds or to otherwise pay ttte project
casts as they are increased. If there are more than 12 registered
voters, the election will be by voters.
c. Homeowners A=ociatlon
Homeowners Assodav:�Y and other private ownerships ale
methods often used to maintain facilities after initial construction.
This technique is used often for large, open space areas or
recreational facilities for residential development where the
common areas of. the facilities are owned and maintained by the
Assoc iaticm Local governments, however, - often express
dissatisfaction with the level of expenditures and effort set forth
by Homeowners Associations, The concern over the
performancs.of a Homeowners Association to adequately provide
required maintenance is especially true in the maintenance of
detention basins_ The basins are generally not a prominent
feature of the common areas and the maintenance is capital
intensive and technically complicated.
d. Assessment District
Assessment district financing utilizing a combination of
1911/1913/1915 processes can be used to construct the
detention basin and also to operate and maintain the basin
through the life of the bond payoff which is normally limited to 20
years. Maintenance can only be paid for by this method if an
assessment disinra is formed to fund the cost of construction.
The formation of tie district is approved by the City. The district
will be denied if there is a majority protest of the property owners
to be assessed at a public hearing. The cost of constructing and
maintaining the basin is added as an annual charge to the
-owner's property tax bill. This method will not increase the initial
price of the single family home, commercial building, etc. An
alternative method would have to be established to take effect'
after pay off of the bonds. There is no administrative agency
(such as with a service area of improvement Zone) to deal with
the operation and maintenance of faaftes constructed by the
assessment district process. The maintenance process would
have to be established at the time of selling the bonds by a
contractual agreement to ensure maintenance of the facilities for
the . bonding period There would be t'united flexibility to
accommodate changes in conditions over the length of the bond
payoff. An assessment district cannot be used to finance th®
maintenance and operation of parks and recreation facilities.
a!_ il/ ►i' is _ at_ _ I __:G;LfJq
a. Local Basins - Prtvate d,�morshlp
The design of the prfvatwwb&sin shall be done such that it will not
be subject to t'ailure and the design shall be reviewed and
approved by the City In accordance with its standards and pcUcy.
Those basins which are an integral part of a private development,
such as a parking lot, athletic field or a park, shall be owned and
maintenance by the private property owners.
It will be necessary for the City to inspect the construction,
annually inspect the f dhty, and aspect the facility after storm
events to ensure it is being property mairitained
The private property owner shag be responsible for constructing
the basin(s) and operating and maintaining the basin(s)
thereafter. Funding for the facility maintenance shall be insured
through a case Must fund in the name of the City with yearty
interest less inspection fee provided to the Homeowners
Association or the property owner, either of which will be
responsible for the maintenance.
A drainage maintenance district or other acceptable public
financing shall be established to operate and maintain the joint
17
use facility. Public financing shall be implemented only in the
event the cash trust is exhausted due to unforesefm costs.
b. Local Basins - Public Ownership
-Any local basin that is not an integral part of a private
development will be owned and operated by the City. A cash
trust to create a sinking fund shall be provided by the x.
development and held by the City for the maintenance and
inspection of the basin.
A drainage maintenance district or other acceptable public `
financing to the City shad be established to operate and maintain
the faa7ity. Public 11nancing sha.3t be implemented only in the
event the cash trust is exhausted due to unforeseen costs_
c. Rogional Basins
Regional flood control detention basins wiO be owned and
operated by the Flood Contra! District,
It may be necessary to fund th'e operation, maintenance and
inspection of new regional. basins by eithsr method fisted above
ung pubUc ownwz p, locaq basins.
The operation, maintenance arxi inspactign of new regional
basins shall be accomplished by coordination and negotiation
with the Flood Control District
W
Hydrology-_ �- -
Hv d1 olo!'t IJlzlPs
I
oL U 11
INDICATES [DRAINAGE FLOW
C -MP RISER
DWELL ING UNITS PER ACRE
20113 UNEAL 1=EE7- OF FLOW
ACREAGE (AC)
OM
CCOMMERCIAL
I
01
LINEAL FEE'{ OF FLOW
ACREAGE (AC)
r12-113 —&--- DWELLING UNITS PER ACRE
2.11
ACREAGE (AC)
M
uN --*— UNMIELOPED CONDITION
2M -
-- ACREAGE (AC)
INDICATES ELEVATION
weal n---@��--.INMATES HYDROLOGY NODE
WATERSHI-1 BOUNDARY
FUTURE BASELINE BOX
PROPOSED STORM DRAIN
PROPOSED CATCH BASIN AND JUNCTION STRUCTURE
Y, —mj�ggpll—seg �lljj lirlill pall
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Civil 'Engineering - Land Surveying - Land Planning
B253 Sierra Avenue
Fontana, Califurnia 92335
(909) 356-1815 Fax (909) 356-1795
Date: JULY 14, 2004 RCC
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co - COMMERCIAL FUTURE BASELINE BOX
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ACREAGE (AC) E::;P= PROPOSED CATCH BASIN AND JUNCTICN STRUCTURE
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Prepared By:
L NUINEERING-
Civil Engineering - Land Surveying - Land Planning
8253 Sierra Avenue
Funtans., Califurnia 92335
(909) 356-1815 Fax (909) 356-1795
DATE. JULY 06, 2004 RCJ
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