HomeMy WebLinkAboutTract 16723N -
�. ALLA ENGINEERING
■ e eftg lad „m,ft i.oa acme
Tractx=o. 16723
Hydrology,& Hydraulics
Report
Original: November 7, 2005
1St Revision:: January 25, 2006
2nd Revisioft: March 27, 2006
Pre re under the sup
n
uV1
David S. Hammer, P.E. ACE
Prepared For:
Young: Homes LLC
10370 Trademark Street
Rancho Cucamonga, Com. 91730
(909) 291-7600
Fax (969)i*291-7633
Job #
NO.43976
EXP- 6/30/07
W62 REVIEWED BY
WILLDAN
THIS CIVIL ENGINEERING DOCUMENT HAS BEEN REVIEWED
FOR GENERAL CONFORMANCE WITH APPLICABLE CITY
STANDARDS. ACCEPTANCE BY THE REVIEWER OF ANY
ELEMIENTS OF THE ENGINEERING DOCUMENT DOES NOT
CONSTITUTE A WARRANTY AND DOES NOT RELIEVE THE
APPLICANT OR APPLICANTS CONSULTANTS OF FULL
RESPONSIBILITY FOR COMPLIANCE WITH CODES AND
STANDARDS.
SIGNATURE DATE
8253 Sierra Avenue Fontana, CA 92335 (909) 356-1815 * Fax (909) 356-1795
IN
Table of Contents
Discussion
Reference Material
Walnut Avenue Capitol Improvement Project — Revised Hydrology & Hydraulics
Citrus Avenue Storm Drain Revised Hydrology
Citrus Avenue Storm Drain Revised WSPG
Rational Methods
Offsite — Walnut Avenue
100 Year Storm Event
25 Year Storm Event
Onsite
Line A, Lateral A-1, Lateral A-3
Line B
100 Year Storm Event
25 Year Storm Event
100 Year Storm Event
25 Year Storm Event
Lateral A-2
100 Year Storm Event
25 Year Storm Event
Street Capacity Calculations
Catch Basin Sizing Calculations
,�, WSPG
Onsite
Line A
Line B
Lateral A-1
Lateral A-2
Lateral A-3
Offsite
Lateral A-2
Lateral A-3
Emergency Overflow Ponding Exhibit
Tract 16723 Hydrology Exhibit
Citrus Avenue Storm Drain Hydrology Exhibit
Storm Drain Improvement Plans — Walnut Avenue
Discussion
0..,.. OVERVIEW
Tract 16723 is located in the City of Fontana, California in the County of San Bernardino. The
tract lies directly north of Walnut Avenue between Cypress Avenue and Juniper Avenue. The
natural terrain slopes in a southerly direction at a slope of approximately 2.5%. The land is
currently undeveloped but is proposed to become a single family residential development. Soil
class A is prevalent throughout the area. Existing storm drain facilities beneath Cypress Avenue
shall be available to accept runoff produced by Tract 16723.
PURPOSE
The purpose of this study is to quantify the rate of runoff in a 25 year and 100 year storm event
and assess the proposed streets, catch basins and storm drains ability to convey the storm water
runoff.
CRITERIA
The criteria utilized for hydrologic analysis is the San Bernardino County Hydrology Manual.
Civil Cad and AES computer software were utilized to perform computations.
CONCLUSION
After completing the analysis it is apparent that 5 catch basins will be necessary onsite to
intercept the runoff produced by Tract 16723. Five 7' sump basins will be necessary to intercept
the 42.4 cfs produced by Tract 16723. A portion of Tract 16723 shall drain to Walnut Avenue and
calculations illustrate the offsite storm drains systems ability to convey the 100 year storm event.
The proposed onsite storm drain is adequately sized to convey the 100 year storm event as the
HGL shall remain below the finished surface throughout the Tract.
In the event that onsite catch basins #1 and #2 should plug water will pond up to an
elevation of 1467.5 and then overflow to Caswell Lane (see Emergency Overflow Exhibit).
Elevation 1467.5 is the highest flow line elevation on the southwest curb return of the
Caswell Lane/Picardy Place intersection. Since the lowest pad elevation of 1468.6 is 1.1 feet
higher than the emergency overflow elevation, the City of Fontana's requirement of
providing a minimum of 1.0 foot of "freeboard" is achieved.
The Walnut Avenue Capital Improvement Project, which was recently installed and approved by
the City of Fontana March 30, 2005, set the design for the Cypress Avenue Storm Drain System
and assumed a shorter time of concentration for Tract 16723 than what was calculated through
the application of an onsite rational method. As a result, the revised hydraulic grade line has been
provided for the Cypress Avenue storm drain system that reflects the revised time of
concentration and the reduced peak discharge for Tract 16723. 61.2 cfs was predicted to be
produced by Tract 16723. However, the onsite rational method has illustrated that 42.4 cfs will be
produced by the site.
In conclusion, the drainage facilities are adequately sized to convey the 100 year storm event in a
safe manner. A hydrology exhibit and calculations accompany this report to further illustrate
these findings.
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Reference Material
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DEPARTMENT OF COUNTY ENGINEER -COUNTY OF LOS ANGELES COUNTY ENGINEER
DESIGN DIVISION C -3(o)
APPROVED
DIVISION ENGINEER
I DATE: 5- 7- 64
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RETURN PERIOD IN YEARS
NOTE l
I. FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS,
THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10 -YEAR
ONE HOUR ■ 0.95" AND 100 -YEAR CNE HOUR =1.60", 25 -YEAR ONE HOUR =1.18".
REFERENCE 1 N 0 A A ATLAS 2, VOLUME 3r-CAL.,19T3 RAINFALL DEPTH VERSUS
SAN BERNARDINO COUNTY RETURN PERIOD FOR
HYDROLOGY MANUAL PARTIAL DURATION SERIES
D-7 FIGURE D-2
Walnut Avenue Capitol Improvement
Project
Revised Hydrology & Hydraulics
M
Ems,. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING, INC.
6101 CHERRY AVENUE
FONTANA, CALIFORNIA 92336
(909) 899 - 5011
************************** DESCRIPTION OF STUDY **************************
* Walnut Avenue Storm Drain Hydrology
* Citrus Avenue to Cypress Avenue
*
* 100 Year Storm Event
**************************************************************************
FILE NAME: WALSDI.DAT
TIME/DATE OF STUDY: 8:33 11/ 2/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
t SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5500
*ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500
2 22.0 11.0 .020/ .020/ --- .67 2.00 .03125 .1670 .01500
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = .24 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.*
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2.1
---------------------------------------------- ------------------------
�' »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00
ELEVATION DATA: UPSTREAM(FEET) = 1517.80 DOWNSTREAM(FEET) = 1494.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGER** .20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.552
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.668
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 1.20 .98 .10 32 9.55
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 4.94
TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.94
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« <
»»>(STANDARD CURB SECTION USED) ««<
-----------------------------------------
UPSTREAM ELEVATION(FEET) = 1494.00 DOWNSTREAM ELEVATION(FEET) = 1477.20
STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) _ .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.32
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .33
HALFSTREET FLOOD WIDTH(FEET) = 8.43
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.51
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.15
STREET FLOW TRAVEL TIME(MIN.) = 3.09 Tc(MIN.) = 12.64
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.946
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A .80 .98 .10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 2.77
EFFECTIVE AREA(ACRES) = 2.00 AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 6.93
END OF SUBAREA STREET FLOW HYDRAULICS:
ook- DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 8.86
Nwaw FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 6.1
---------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1477.20 DOWNSTREAM ELEVATION(FEET) = 1462.30
STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) _ .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.60
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .36
HALFSTREET FLOOD WIDTH(FEET) = 10.12
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.54
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.28
STREET FLOW TRAVEL TIME(MIN.) = 3.06 Tc(MIN.) = 15.70
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.465
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 .98 .10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.33
EFFECTIVE AREA(ACRES) = 3.10 AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 9.40
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 10.54
FLOW VELOCITY(FEET/SEC.) = 3.61 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 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.) = 15.70
RAINFALL INTENSITY(INCH/HR) = 3.46
AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .97
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 3.10
rr TOTAL STREAM AREA(ACRES) = 3.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.40
"am",
FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7
----------------------------------------------
»»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN.) = 13.59 RAINFALL INTENSITY(INCH/HR) = 3.78
EFFECTIVE AREA(ACRES) = 2.56
TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 7.92
AREA -AVERAGED FM(INCH/HR) _ .23 AREA -AVERAGED Fp(INCH/HR) = 98
AREA -AVERAGED Ap = .24
NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL
CONFLUENCE ANALYSES.
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 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.) = 13.59
RAINFALL INTENSITY(INCH/HR) = 3.78
AREA -AVERAGED Fm(INCH/HR) _ .23
AREA -AVERAGED Fp(INCH/HR) _ .98
AREA -AVERAGED Ap = .24
EFFECTIVE STREAM AREA(ACRES) = 2.56
TOTAL STREAM AREA(ACRES) = 2.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.92
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 9.40 15.70 3.465 .97( .10) .10 3.10 10.00
2 7.92 13.59 3.778 .98( .23) .24 2.56 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
SOURCE
NUMBER (CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 16.6 15.70
3.465
.975( .159)
.16 5.7
10.00
2 16.8 13.59
3.778
.975( .164)
.17 5.2
40.00
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
16.81
Tc(MIN.) =
13.59
EFFECTIVE AREA(ACRES) =
5.24
AREA -AVERAGED
Fm(INCH/HR) =
16
AREA -AVERAGED Fp(INCH/HR) _ .98
AREA -AVERAGED Ap = .17
TOTAL AREA(ACRES) =
5.80
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 10
-------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««<
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 20.00 IS CODE = 2.1
---------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00
ELEVATION DATA: UPSTREAM(FEET) = 1517.50 DOWNSTREAM(FEET) = 1494.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.576
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.661
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 12.50 .98 .10 32 9.58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 51.34
TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 51.34
low*,
FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8.1
-------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 9.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.661
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp CSCS
CI
LAND USE GROUP (ACRES) (INCH/HR) (DE
CMAL) CN
PUBLIC PARK A 6.40 .98 .85 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85
SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 22.08
EFFECTIVE AREA(ACRES) = 18.90 AREA -AVERAGED Fm(INCH/HR) _ .35
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .35
TOTAL AREA(ACRES) = 18.90 PEAK FLOW RATE(CFS) = 73.42
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 3.1
----------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1485.00 DOWNSTREAM(FEET) = 1468.20
FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013
r.� DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.76
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 73.42
PIPE TRAVEL TIME(MIN.) = .69 TC(MIN.) = 10.26
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8.1
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE TC(MIN) = 10.26
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.471
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
SCHOOL A 18.60 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 18.60 SUBAREA RUNOFF(CFS) = 65.06
EFFECTIVE AREA(ACRES) = 37.50 AREA -AVERAGED Fm(INCH/HR) _ .46
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .48
TOTAL AREA(ACRES) = 37.50 PEAK FLOW RATE(CFS) = 135.24
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 3.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1468.20 DOWNSTREAM(FEET) = 1460.80
FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.86
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 135.24
PIPE TRAVEL TIME(MIN.) = .35 TC(MIN.) = 10.61
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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.) = 10.61
RAINFALL INTENSITY(INCH/HR) = 4.38
AREA -AVERAGED Fm(INCH/HR) = .46
AREA -AVERAGED Fp(INCH/HR) = .98
AREA -AVERAGED Ap = .48
EFFECTIVE STREAM AREA(ACRES) = 37.50
TOTAL STREAM AREA(ACRES) = 37.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 135.24
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 7
---------=------------------------------------------------------------------
»» >USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN.) = 13.02 RAINFALL INTENSITY(INCH/HR) = 3.88
EFFECTIVE AREA(ACRES) = 14.80
TOTAL AREA(ACRES) = 16.40 PEAK FLOW RATE(CFS) = 42.43
AREA -AVERAGED Fm(INCH/HR) _ .56 AREA -AVERAGED Fp(INCH/HR) _ .94
AREA -AVERAGED Ap = .60
NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL
CONFLUENCE ANALYSES.
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE
= 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
Fp(Fm) Ap
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
SOURCE
TOTAL NUMBER OF STREAMS = 2
(CFS)
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
(INCH/HR)
TIME OF CONCENTRATION(MIN.) = 13.02
(ACRES)
RAINFALL INTENSITY(INCH/HR) = 3.88
1
AREA -AVERAGED Fm(INCH/HR) _ .56
10.61
AREA -AVERAGED Fp(INCH/HR) _ .94
.965( .488) .51
AREA -AVERAGED Ap = .60
60.00
EFFECTIVE STREAM AREA(ACRES) = 14.80
160.2
TOTAL STREAM AREA(ACRES) = 16.40
3.877
PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.43
t
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae
SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 135.24 10.61 4.383 .98( .46) .48 37.50
60.00
2 42.43 13.02 3.877 .94( .56) .60 14.80
35.00
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
SOURCE
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
175.1
10.61
4.383
.965( .488) .51
49.6
60.00
2
160.2
13.02
3.877
.963( .492) .51
52.3
35.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 175.11 Tc(MIN.) = 10.61
EFFECTIVE AREA(ACRES) = 49.56 AREA -AVERAGED Fm(INCH/HR) _ .49
AREA -AVERAGED Fp(INCH/HR) _ .96 AREA -AVERAGED Ap = .51
TOTAL AREA(ACRES) = 53.90
****************************************************************************
FLOW PROCESS FROM NODE 35.00 TO NODE 40.00 IS CODE = 3.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1460.80 DOWNSTREAM(FEET) = 1453.30
FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.18
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 175.11
PIPE TRAVEL TIME(MIN.) = .26 Tc(MIN.) = 10.87
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 11
----------------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««<
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 175.11 10.87 4.320 .96( .49) .51 49.6 60.00
2 160.19 13.28 3.830 .96( .49) .51 52.3 35.00
** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 16.81 13.59 3.778 .98( .16) .17 5.2 40.00
2 16.62 15.70 3.465 .97( .16) .16 5.7 10.00
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 190.6 10.87 4.320 .965( .463) .48 53.8 60.00
2 176.9 13.28 3.830 .964( .463) .48 57.4 35.00
3 174.5 13.59 3.778 .964( .462) .48 57.5 40.00
4 159.3 15.70 3.465 .964( .460) .48 58.0 10.00
TOTAL AREA(ACRES) = 59.70
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 190.57 Tc(MIN.) = 10.871
EFFECTIVE AREA(ACRES) = 53.75 AREA -AVERAGED Fm(INCH/HR) _ .46
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .48
TOTAL AREA(ACRES) = 59.70
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 80.00 IS CODE = 3.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1462.30 DOWNSTREAM(FEET) = 1448.20
FLOW LENGTH(FEET) = 1235.00 MANNING'S N = .013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.2 INCHES
„+ PIPE -FLOW VELOCITY(FEET/SEC.) = 14.63
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
"^ PIPE-FLOW(CFS) = 190.57
PIPE TRAVEL TIME(MIN.) = 1.41 Tc(MIN.) = 12.28
****************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 12.28
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.016
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL
AREA Fp
Ap
SCS
LAND USE GROUP
(ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A
31.85 .98
.10
32
PUBLIC PARK A
11.25 .98
.85
32
COMMERCIAL A
.90 .98
.10
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .29
SUBAREA AREA(ACRES) = 44.00
SUBAREA RUNOFF(CFS)
= 147.75
EFFECTIVE AREA(ACRES) = 97.75
AREA -AVERAGED Fm(INCH/HR) _
.38
AREA -AVERAGED Fp(INCH/HR) _ .97
AREA -AVERAGED Ap =
.40
TOTAL AREA(ACRES) = 103.70
PEAK FLOW RATE(CFS)
= 319.62
****************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 1
.+.,
----------------------------------------------------------------------------
k S4%01 INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.28
RAINFALL INTENSITY(INCH/HR) = 4.02
AREA -AVERAGED Fm(INCH/HR) _ .38
AREA -AVERAGED Fp(INCH/HR) _ .97
AREA -AVERAGED Ap = .40
EFFECTIVE STREAM AREA(ACRES) = 97.75
TOTAL STREAM AREA(ACRES) = 103.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 319.62
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 150.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1517.80 DOWNSTREAM(FEET) = 1513.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 14.016
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.709
''0` SUBAREA Tc AND LOSS RATE DATA(AMC II):
N%.e DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 1.50 .98 .10 32 14.02
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 4.88
TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 4.88
****************************************************************************
FLOW PROCESS FROM NODE 150.00 TO NODE 130.00 IS CODE = 6.1
------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
---------------------------------------------------
-----------------------------
UPSTREAM ELEVATION(FEET) = 1513.00 DOWNSTREAM ELEVATION(FEET) = 1509.00
STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.33
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .41
HALFSTREET FLOOD WIDTH(FEET) = 12.72
''"om" AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22
STREET FLOW TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 15.83
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.448
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A .30 .98 .10
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .90
EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) _
.10
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) =
5.43
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 12.79
FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY(FT*FT/SEC.)
= 1.23
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 6.1
-----------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1509.00 DOWNSTREAM ELEVATION(FEET) = 1498.50
``M'` STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0
`40- STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.85
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .38
HALFSTREET FLOOD WIDTH(FEET) = 11.25
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.54
STREET FLOW TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 17.48
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.248
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A .30 .98 .10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .85
EFFECTIVE AREA(ACRES) = 2.10 AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 5.96
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 11.39
FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.55
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE = 6.1
-------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1498.50 DOWNSTREAM ELEVATION(FEET) = 1488.50
STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .40
HALFSTREET FLOOD WIDTH(FEET) = 12.16
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.81
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.53
STREET FLOW TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 19.50
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.043
Aok%. SUBAREA LOSS RATE DATA(AMC II):
+%m► DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
6.35
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A .30 .98 .10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = 80
EFFECTIVE AREA(ACRES) = 2.40 AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 6.36
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 12.16
FLOW VELOCITY(FEET/SEC.) = 3.81 DEPTH*VELOCITY(FT*FT/SEC.) = 1.53
****************************************************************************
FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 6.1
-----------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
----------------------------------------------
UPSTREAM ELEVATION(FEET) = 1488.50 DOWNSTREAM ELEVATION(FEET) = 1481.30
STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =
10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECfMAL) _ .020
A*vo_ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
S%bol **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =
6.74
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .41
HALFSTREET FLOOD WIDTH(FEET) = 12.51
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.84
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.57
STREET FLOW TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) =
20.93
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.916
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
Ap SCS
LAND USE GROUP (ACRES) (INCH/HR)
(DECIMAL) CN
A 30 98
.10 32
COMMERCIAL
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) _
EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) _
AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) =
/-Z
.10
6.85
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.58
FLOW VELOCITY(FEET/SEC.) = 3.86 DEPTH*VELOCITY(FT*FT/SEC.) = 1.58
****************************************************************************
Aoft- FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 6.1
---------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
---------------------------------------
UPSTREAM ELEVATION(FEET) = 1481.30 DOWNSTREAM ELEVATION(FEET) = 1469.30
STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.21
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .41
HALFSTREET FLOOD WIDTH(FEET) = 12.51
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.11
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.68
STREET FLOW TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 22.87
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.764
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A .30 .98 .10
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .72
EFFECTIVE AREA(ACRES) = 3.00 AREA -AVERAGED Fm(INCH/HR) _
.10
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) =
7.20
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 12.44
FLOW VELOCITY(FEET/SEC.) = 4.14 DEPTH*VELOCITY(FT*FT/SEC.) =
1.69
****************************************************************************
FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « <
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1469.30 DOWNSTREAM ELEVATION(FEET) = 1457.50
STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.66
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .41
„r HALFSTREET FLOOD WIDTH(FEET) = 12.65
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.28
,+ PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.76
STREET FLOW TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 24.63
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.645
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A .40 .98 .10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .92
EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 7.79
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 12.79
FLOW VELOCITY(FEET/SEC.) = 4.27 DEPTH*VELOCITY(FT*FT/SEC.) = 1.77
****************************************************************************
FLOW PROCESS FROM NODE 190.00 TO NODE 80.00 IS CODE = 3.1
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
---------------------
ELEVATION DATA: UPSTREAM(FEET) = 1448.50 DOWNSTREAM(FEET) = 1448.20
FLOW LENGTH(FEET) = 15.00 MANNING'S N = .015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.48
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.79
PIPE TRAVEL TIME(MIN.) _ .03 Tc(MIN.) = 24.66
****************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 24.66
RAINFALL INTENSITY(INCH/HR) = 2.64
AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .97
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 3.40
TOTAL STREAM AREA(ACRES) = 3.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.79
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae
SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 319.62 12.28 4.016 .97( .38) .40 97.75
60.00
*'WN- 1 293.77 14.70 3.604 .97( .39) .40 101.43
35.00
Foftw 1 289.61 15.05 3.554 .97( .39) .40 101.54
40.00
1 266.12 17.17 3.284 .97( .38) .40 101.96 10.00
2 7.79 24.66 2.642 .97( .10) .10 3.40 10.00
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
SOURCE
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
325.6
12.28
4.016
.968( .378)
.39
99.4
60.00
2
300.2
14.70
3.604
.967( .380)
.39
103.5
35.00
3
296.1
15.05
3.554
.967( .380)
.39
103.6
40.00
4
272.9
17.17
3.284
.967( .378)
.39
104.3
10.00
5
215.0
24.66
2.642
.967( .375)
.39
105.4
10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 325.59 Tc(MIN.) = 12.28
EFFECTIVE AREA(ACRES) = 99.45 AREA -AVERAGED Fm(INCH/HR) _ .38
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .39
TOTAL AREA(ACRES) = 107.10
****************************************************************************
FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 3.1
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1448.20 DOWNSTREAM(FEET) = 1447.90
FLOW LENGTH(FEET) = 40.00 MANNING'S N = .013
DEPTH OF FLOW IN 72.0 INCH PIPE IS 54.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.33
ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 325.59
PIPE TRAVEL TIME(MIN.) _ .05 Tc(MIN.) = 12.32
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««<
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00
ELEVATION DATA: UPSTREAM(FEET) = 1528.00 DOWNSTREAM(FEET) = 1517.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.229
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.480
SUBAREA Tc AND LOSS RATE DATA(AMC II):
*" DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
e. LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 6.80 .98 .10 32 10.23
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 26.82
TOTAL AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) = 26.82
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
--------------------------------------
UPSTREAM ELEVATION(FEET) = 1517.00 DOWNSTREAM ELEVATION(FEET) = 1510.10
STREET LENGTH(FEET) = 560.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) _ .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.23
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
iNww STREET FLOW DEPTH(FEET) _ .66
HALFSTREET FLOOD WIDTH(FEET) = 25.04
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.37
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.88
STREET FLOW TRAVEL TIME(MIN.) = 2.14 TC(MIN.) = 12.37
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.999
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A .80 .98 .10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .80 SUBAREA RUNOFF(CFS) = 2.81
EFFECTIVE AREA(ACRES) = 7.60 AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 26.82
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .65 HALFSTREET FLOOD WIDTH(FEET) = 24.57
FLOW VELOCITY(FEET/SEC.) = 4.31 DEPTH*VELOCITY(FT*FT/SEC.) = 2.80
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 12.37
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.999
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 6.60 .98 .10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 23.17
EFFECTIVE AREA(ACRES) = 14.20 AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 14.20 PEAK FLOW RATE(CFS) = 49.86
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 4.1
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1501.10 DOWNSTREAM(FEET) = 1500.00
FLOW LENGTH(FEET) = 90.00 MANNING'S N = .013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.98
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 49.86
PIPE TRAVEL TIME(MIN.) _ .14 Tc(MIN.) = 12.50
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 4.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««<
--------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1500.00 DOWNSTREAM(FEET) = 1489.50
FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.70
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 49.86
PIPE TRAVEL TIME(MIN.) _ .45 Tc(MIN.) = 12.96
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 12.96
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.888
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 10.20 .98 .10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 10.20
/"`• EFFECTIVE AREA(ACRES) = 24.40
_ AREA -AVERAGED Fp(INCH/HR) _ .98
TOTAL AREA(ACRES) = 24.40
SUBAREA RUNOFF(CFS) = 34.80
AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Ap = .10
PEAK FLOW RATE(CFS) = 83.24
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 190.00 IS CODE = 3.1
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1489.50 DOWNSTREAM(FEET) = 1448.50
FLOW LENGTH(FEET) = 1700.00 MANNING'S N = .013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.95
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 83.24
PIPE TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 14.73
****************************************************************************
FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 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.) = 14.73
RAINFALL INTENSITY(INCH/HR) = 3.60
AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .98
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 24.40
TOTAL STREAM AREA(ACRES) = 24.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 83.24
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00
ELEVATION DATA: UPSTREAM(FEET) = 1509.00 DOWNSTREAM(FEET) = 1498.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.916
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.666
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 .30 .98 .10 32 6.92
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
oom- SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
err SUBAREA RUNOFF(CFS) = 1.50
TOTAL AREA(ACRES) _ .30 PEAK FLOW RATE(CFS) = 1.50
FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE = 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1498.50 DOWNSTREAM ELEVATION(FEET) = 1488.50
STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.12
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .30
HALFSTREET FLOOD WIDTH(FEET) = 7.17
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.02
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .91
STREET FLOW TRAVEL TIME(MIN.) = 2.54 TC(MIN.) = 9.45
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.697
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
,. LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A .30 .98 .10
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) = 1.24
EFFECTIVE AREA(ACRES) _ .60 AREA -AVERAGED Fm(INCH/HR) _
.10
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) _ .60 PEAK FLOW RATE(CFS) =
2.48
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .31 HALFSTREET FLOOD WIDTH(FEET) = 7.80
FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTH*VELOCITY(FT*FT/SEC.) _
.98
****************************************************************************
FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1488.50 DOWNSTREAM ELEVATION(FEET) = 1481.30
STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
4
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
N.... **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.04
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .33
HALFSTREET FLOOD WIDTH(FEET) = 8.64
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.25
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08
STREET FLOW TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 11.15
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.256
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A .30 .98 .10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) = 1.12
EFFECTIVE AREA(ACRES) _ .90 AREA-AVERAGED Fm(INCH/HR) _ .10
AREA-AVERAGED Fp(INCH/HR) _ .97 AREA-AVERAGED Ap = .10
TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) = 3.37
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 9.14
FLOW VELOCITY(FEET/SEC.) = 3.29 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12
****************************************************************************
FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1481.30 DOWNSTREAM ELEVATION(FEET) = 1469.30
STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.87
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .35
HALFSTREET FLOOD WIDTH(FEET) = 9.42
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25
STREET FLOW TRAVEL TIME(MIN.) = 2.23 Tc(MIN.) = 13.37
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.815
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A .30 .98 .10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
''"*, SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
I*ftr+ SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) = 1.00
EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10
,. TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.02
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 9.56
FLOW VELOCITY(FEET/SEC.) = 3.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27
****************************************************************************
FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1469.30 DOWNSTREAM ELEVATION(FEET) = 1457.50
STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.63
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = .36
HALFSTREET FLOOD WIDTH(FEET) = 10.12
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.81
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.38
STREET FLOW TRAVEL TIME(MIN.) = 1.97 Tc(MIN.) = 15.34
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.514
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A .40 .98 .10
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.23
EFFECTIVE AREA(ACRES) = 1.60 AREA -AVERAGED Fm(INCH/HR) _
.10
AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) =
4.92
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 10.40
FLOW VELOCITY(FEET/SEC.) = 3.87 DEPTH*VELOCITY(FT*FT/SEC.) =
1.42
****************************************************************************
FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 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.) = 15.34
Q
Tc
RAINFALL INTENSITY(INCH/HR) = 3.51
Fp(Fm) Ap
Ae
r AREA -AVERAGED Fm(INCH/HR) _ .10
NUMBER
(CFS)
AREA -AVERAGED Fp(INCH/HR) _ .97
(INCH/HR)
(INCH/HR)
AREA -AVERAGED Ap = .10
NODE
1
EFFECTIVE STREAM AREA(ACRES) = 1.60
14.73
3.600
TOTAL STREAM AREA(ACRES) = 1.60
25.9
100.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.92
86.1
15.34
** CONFLUENCE DATA **
.975( .098) .10
26.0
STREAM Q Tc Intensity Fp(Fm) Ap
Ae
SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR)
(ACRES)
NODE
1 83.24 14.73 3.600 .98( .10) .10
24.40
100.00
2 4.92 15.34 3.514 .97( .10) .10
1.60
130.00
m
19
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
SOURCE
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
88.1
14.73
3.600
.975( .098) .10
25.9
100.00
2
86.1
15.34
3.514
.975( .098) .10
26.0
130.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 88.09 Tc(MIN.) = 14.73
EFFECTIVE AREA(ACRES) = 25.94 AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 26.00
****************************************************************************
FLOW PROCESS FROM NODE 190.00 TO NODE 90.00 IS CODE = 3.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« <
--------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1448.50 DOWNSTREAM(FEET) = 1447.90
FLOW LENGTH(FEET) = 70.00 MANNING'S N = .013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.75
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 88.09
PIPE TRAVEL TIME(MIN.) _ .11 Tc(MIN.) = 14.84
****************************************************************************
FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 11
----------------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««<
** MAIN STREAM CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm) Ap Ae
SOURCE
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR) (ACRES)
NODE
1
88.09
14.84
3.584
.98( .10) .10 25.9
100.00
2
86.12
15.45
3.499
.98( .10) .10 26.0
130.00
** MEMORY BANK
# 2 CONFLUENCE DATA **
SOURCE
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR) (ACRES)
NODE
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
SOURCE
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
.968( .323) .33 129.6
(ACRES)
NODE
1
325.59
12.32
4.007
.97(
.38)
.39
99.4
60.00
2
300.17
14.75
3.597
.97(
.38)
.39
103.5
35.00
3
296.07
15.09
3.548
.97(
.38)
.39
103.6
40.00
4
272.92
17.21
3.279
.97(
.38)
.39
104.3
10.00
5
215.03
24.71
2.639
.97(
.37)
.39
105.4
10.00
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity
Fp(Fm) Ap Ae
SOURCE
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR) (ACRES)
NODE
1 387.2 14.84 3.584
.968( .323) .33 129.4
100.00
2 378.3 15.45 3.499
.968( .323) .33 129.7
130.00
3 407.6 12.32 4.007
.969( .328) .34 121.0
60.00
4 388.1 14.75 3.597
.968( .324) .33 129.2
35.00
5 383.3 15.09 3.548
.968( .323) .33 129.6
40.00
6 353.5 17.21 3.279
.968( .322) .33 130.3
10.00
7 279.4 24.71 2.639
.968( .320) .33 131.4
10.00
TOTAL AREA(ACRES) = 133.10
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) = 407.62
Tc(MIN.) = 12.324
EFFECTIVE AREA(ACRES) = 120.99
AREA -AVERAGED Fm(INCH/HR)
_ .33
AREA -AVERAGED Fp(INCH/HR) _ .97
AREA -AVERAGED Ap = .34
TOTAL AREA(ACRES) = 133.10
****************************************************************************
FLOW PROCESS FROM NODE 90.00
TO NODE 220.00 IS CODE =
3.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) =
1447.90 DOWNSTREAM(FEET) =
1435.40
FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013
DEPTH OF FLOW IN 75.0 INCH PIPE
IS 55.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) =
16.66
ESTIMATED PIPE DIAMETER(INCH) =
75.00 NUMBER OF PIPES =
1
PIPE-FLOW(CFS) = 407.62
PIPE TRAVEL TIME(MIN.) = 1.30
Tc(MIN.) = 13.63
****************************************************************************
FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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.) = 13.63
RAINFALL INTENSITY(INCH/HR) = 3.77
AREA -AVERAGED Fm(INCH/HR) _ .33
AREA -AVERAGED Fp(INCH/HR) _ .97
AREA -AVERAGED Ap = .34
EFFECTIVE STREAM AREA(ACRES) = 120.99
TOTAL STREAM AREA(ACRES) = 133.10
�"'✓ PEAK FLOW RATE(CFS) AT CONFLUENCE = 407.62
****************************************************************************
FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 2.1
-----------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00
ELEVATION DATA: UPSTREAM(FEET) = 1463.40 DOWNSTREAM(FEET) = 1455.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.712
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.758
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 4.90 .98
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA RUNOFF(CFS) = 13.99
TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN .(MIN.)
.60 32 13.71
.98
= 13.99
FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 6.2
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STREET TABLE SECTION # 2 USED) ««<
--------------------------------------------
UPSTREAM ELEVATION(FEET) = 1455.00 DOWNSTREAM ELEVATION(FEET) = 1451.00
STREET LENGTH(FEET) = 730.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.32
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .55
HALFSTREET FLOOD WIDTH(FEET) = 19.62
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.52
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.39
STREET FLOW TRAVEL TIME(MIN.) = 4.84 TC(MIN.) = 18.55
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.135
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
40 RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 5.50 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 12.62
EFFECTIVE AREA(ACRES) = 10.40 AREA -AVERAGED Fm(INCH/HR) _ .59
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 23.87
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .58 HALFSTREET FLOOD WIDTH(FEET) = 20.95
FLOW VELOCITY(FEET/SEC.) = 2.61 DEPTH*VELOCITY(FT*FT/SEC.) = 1.51
****************************************************************************
FLOW PROCESS FROM NODE 220.00 TO NODE
220.00 IS CODE
= 1
----------------------------------------------------------------------------
>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
Fp(Fm)
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« « <
Ae
TOTAL NUMBER OF STREAMS = 2
NUMBER
(CFS)
(MIN.)
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2
ARE:
TIME OF CONCENTRATION(MIN.) = 18.55
(ACRES)
NODE
1
RAINFALL INTENSITY(INCH/HR) = 3.14
13.63
3.772
.969(
AREA -AVERAGED Fm(INCH/HR) _ .59
.35
128.6
60.00
AREA -AVERAGED Fp(INCH/HR) _ .97
411.0
16.08
3.415
AREA -AVERAGED Ap = .60
.341)
.35
138.3
EFFECTIVE STREAM AREA(ACRES) = 10.40
3
410.2
16.17
TOTAL STREAM AREA(ACRES) = 10.40
.969(
.340)
.35
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.87
100.00
4
** CONFLUENCE DATA **
16.42
3.372
.969(
STREAM Q Tc Intensity Fp(Fm)
Ap
Ae
SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR)
401.6
(ACRES)
NODE
1 387.20 16.17 3.404 .97( .32)
.33
129.43
100.00
1 378.35 16.78 3.330 .97( .32)
.33
129.74
130.00
1 407.62 13.63 3.772 .97( .33)
.34
120.99
60.00
1 388.06 16.08 3.415 .97( .32)
.33
129.24
35.00
1 383.34 16.42 3.372 .97( .32)
.33
129.58
40.00
1 353.46 18.58 3.132 .97( .32)
.33
130.33
10.00
1 279.38 26.16 2.550 .97( .32)
.33
131.36
10.00
2 23.87 18.55 3.135 .97( .59)
.60
10.40
200.00
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
SOURCE
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
429.5
13.63
3.772
.969(
.343)
.35
128.6
60.00
2
411.0
16.08
3.415
.969(
.341)
.35
138.3
35.00
3
410.2
16.17
3.404
.969(
.340)
.35
138.5
100.00
4
406.4
16.42
3.372
.969(
.340)
.35
138.8
40.00
5
401.6
16.78
3.330
.969(
.341)
.35
139.1
130.00
6
377.3
18.58
3.132
.969(
.341)
.35
140.7
10.00
7
297.8
26.16
2.550
.969(
.339)
.35
141.8
10.00
8
377.8
18.55
3.135
.969(
.341)
.35
140.7
200.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 429.53 Tc(MIN.) = 13.63
EFFECTIVE AREA(ACRES) = 128.63 AREA -AVERAGED Fm(INCH/HR) _ .34
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .35
TOTAL AREA(ACRES) = 143.50
****************************************************************************
FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 2.1
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00
ELEVATION DATA: UPSTREAM(FEET) = 1519.00 DOWNSTREAM(FEET) = 1504.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.391
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.716
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 6.90 .98 .10 32 9.39
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 28.68
TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 28.68
****************************************************************************
FLOW PROCESS FROM NODE 240.00 TO NODE 250.00 IS CODE = 6.1
----------------------------------------------------------------------------
»» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>> »>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1504.00 DOWNSTREAM ELEVATION(FEET) = 1503.00
STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 40.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) _ .020
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.48
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .74
HALFSTREET FLOOD WIDTH(FEET) = 33.25
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.76
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.31
STREET FLOW TRAVEL TIME(MIN.) = 5.68 Tc(MIN.) = 15.08
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.550
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A 1.80 .98 .10
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.59
EFFECTIVE AREA(ACRES) = 8.70 AREA -AVERAGED Fm(INCH/HR) _
.10
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) =
28.68
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .72 HALFSTREET FLOOD WIDTH(FEET) = 31.22
FLOW VELOCITY(FEET/SEC.) = 1.73 DEPTH*VELOCITY(FT*FT/SEC.)
= 1.25
****************************************************************************
FLOW PROCESS FROM NODE 250.00 TO NODE 260.00 IS CODE = 4.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « <
»» >USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1496.00 DOWNSTREAM(FEET) = 1495.00
FLOW LENGTH(FEET) = 170.00 MANNING'S N = .013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 16.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.23
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 28.68
PIPE TRAVEL TIME(MIN.) _ .39 Tc(MIN.) = 15.47
****************************************************************************
FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 8.1
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« <
MAINLINE Tc(MIN) = 15.47
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.496
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 8.30 .98 .10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 25.39
EFFECTIVE AREA(ACRES) = 17.00 AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 17.00 PEAK FLOW RATE(CFS) = 52.00
****************************************************************************
FLOW PROCESS FROM NODE 260.00 TO NODE 280.00 IS CODE = 3.1
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1495.00 DOWNSTREAM(FEET) = 1478.20
FLOW LENGTH(FEET) = 1440.00 MANNING'S N = .013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.65
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 52.00
PIPE TRAVEL TIME(MIN.) = 2.25 Tc(MIN.) = 17.72
****************************************************************************
FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 8.1
--------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 17.72
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.222
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 5.20 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 12.34
EFFECTIVE AREA(ACRES) = 22.20 AREA -AVERAGED Fm(INCH/HR) _ .21
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .22
TOTAL AREA(ACRES) = 22.20 PEAK FLOW RATE(CFS) = 60.15
****************************************************************************
FLOW PROCESS FROM NODE 280.00 TO NODE 290.00 IS CODE = 3.1
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1460.60 DOWNSTREAM(FEET) = 1450.90
FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.45
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 60.15
PIPE TRAVEL TIME(MIN.) _ .46 Tc(MIN.) = 18.18
****************************************************************************
FLOW PROCESS FROM NODE 290.00 TO NODE 290.00 IS CODE = 8.1
----------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 18.18
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.173
SUBAREA LOSS RATE DATA(AMC II):
"'m` DEVELOPMENT TYPE/ SCS SOIL AREA Fp CI SCS
` %W LAND USE GROUP (ACRES) (INCH/HR) (DE
CMAL) CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 37.00 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 37.00 SUBAREA RUNOFF(CFS) = 86.17
EFFECTIVE AREA(ACRES) = 59.20 AREA -AVERAGED Fm(INCH/HR) _ .45
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .46
TOTAL AREA(ACRES) = 59.20 PEAK FLOW RATE(CFS) = 145.34
****************************************************************************
FLOW PROCESS FROM NODE 290.00 TO NODE 300.00 IS CODE = 3.1
--------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1450.90 DOWNSTREAM(FEET) = 1439.80
FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 23.37
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 145.34
PIPE TRAVEL TIME(MIN.) _ .17 Tc(MIN.) = 18.35
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 8.1
-------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« <
MAINLINE Tc(MIN) = 18.35
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.155
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 19.40 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 19.40 SUBAREA RUNOFF(CFS) = 44.87
EFFECTIVE AREA(ACRES) = 78.60 AREA -AVERAGED Fm(INCH/HR) _ .48
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .49
TOTAL AREA(ACRES) = 78.60 PEAK FLOW RATE(CFS) = 189.26
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 220.00 IS CODE = 4.1
-----------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1439.80 DOWNSTREAM(FEET) = 1435.40
FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 28.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 24.83
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
err' PIPE-FLOW(CFS) = 189.26
PIPE TRAVEL TIME(MIN.) _ .07 Tc(MIN.) = 18.42
****************************************************************************
FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 11
-------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««<
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 189.26 18.42 3.148 .98( .48) .49 78.6 230.00
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 429.53 13.63 3.772 .97( .34) .35 128.6 60.00
2 411.03 16.08 3.415 .97( .34) .35 138.3 35.00
3 410.21 16.17 3.404 .97( .34) .35 138.5 100.00
4 406.44 16.42 3.372 .97( .34) .35 138.8 40.00
5 401.59 16.78 3.330 .97( .34) .35 139.1 130.00
6 377.78 18.55 3.135 .97( .34) .35 140.7 200.00
7 377.30 18.58 3.132 .97( .34) .35 140.7 10.00
8 297.77 26.16 2.550 .97( .34) .35 141.8 10.00
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 568.8 18.42 3.148 .971( .391) .40 219.2 230.00
2 602.3 13.63 3.772 .972( .386) .40 186.8 60.00
3 592.8 16.08 3.415 .971( .387) .40 206.9 35.00
4 592.3 16.17 3.404 .971( .387) .40 207.5 100.00
5 589.4 16.42 3.372 .971( .387) .40 208.9 40.00
6 585.7 16.78 3.330 .971( .388) .40 210.7 130.00
7 566.1 18.55 3.135 .971( .391) .40 219.3 200.00
8 565.4 18.58 3.132 .971( .391) .40 219.3 10.00
9 444.6 26.16 2.550 .971( .389) .40 220.4 10.00
TOTAL AREA(ACRES) = 222.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 602.28 Tc(MIN.) = 13.625
EFFECTIVE AREA(ACRES) = 186.77 AREA -AVERAGED Fm(INCH/HR) = 39
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .40
TOTAL AREA(ACRES) = 222.10
****************************************************************************
FLOW PROCESS FROM NODE 220.00 TO NODE 310.00 IS CODE = 4.1
-------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« <
ELEVATION DATA: UPSTREAM(FEET) = 1435.40 DOWNSTREAM(FEET) = 1409.40
A00.' FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013
N"w ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.
GIVEN PIPE DIAMETER(INCH) _
PIPE-FLOW(CFS) = 602.28
PIPE TRAVEL TIME(MIN.) _
= 25.35
66.00 NUMBER OF PIPES =
.85 TC(MIN.) = 14.48
1
****************************************************************************
FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 8.1
-----------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 14.48
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.637
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 34.60 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 34.60 SUBAREA RUNOFF(CFS) = 95.04
EFFECTIVE AREA(ACRES) = 221.37 AREA -AVERAGED Fm(INCH/HR) _ .42
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .43
TOTAL AREA(ACRES) = 256.70 PEAK FLOW RATE(CFS) = 641.60
****************************************************************************
FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 4.1
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««<
---------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1409.40 DOWNSTREAM(FEET) = 1396.50
FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 32.68
GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 641.60
PIPE TRAVEL TIME(MIN.) _ .33 TC(MIN.) = 14.81
****************************************************************************
FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 8.1
--------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 14.81
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.588
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 17.44 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
40wk° SUBAREA AREA(ACRES) = 17.44 SUBAREA RUNOFF(CFS) = 47.14
EFFECTIVE AREA(ACRES) = 238.81 AREA -AVERAGED Fm(INCH/HR) _ .43
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .44
Ao"l TOTAL AREA(ACRES) = 274.14 PEAK FLOW RATE(CFS) = 678.96
on
****************************************************************************
FLOW PROCESS FROM NODE 320.00 TO NODE 330.00 IS CODE = 4.1
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««<
ELEVATION DATA: UPSTREAM(FEET) =
1396.50 DOWNSTREAM(FEET) =
1383.90
FLOW LENGTH(FEET) = 630.00 MANNING'S N = .013
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) = 34.58
GIVEN PIPE DIAMETER(INCH) = 60.00
NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 678.96
PIPE TRAVEL TIME(MIN.) _ .30
Tc(MIN.) = 15.12
****************************************************************************
FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE =
8.1
---------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« <
MAINLINE Tc(MIN) = 15.12
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.545
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL
AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A
8.34 .98 .10
32
PUBLIC PARK A
2.68 .98 .85
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .28
SUBAREA AREA(ACRES) = 11.02
SUBAREA RUNOFF(CFS) = 32.43
EFFECTIVE AREA(ACRES) = 249.83
AREA -AVERAGED Fm(INCH/HR) _
.42
AREA -AVERAGED Fp(INCH/HR) _ .97
AREA -AVERAGED Ap = .43
TOTAL AREA(ACRES) = 285.16
PEAK FLOW RATE(CFS) = 702.05
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 285.16
TC(MIN.) = 15.12
EFFECTIVE AREA(ACRES) = 249.83
AREA -AVERAGED Fm(INCH/HR)=
.42
AREA -AVERAGED Fp(INCH/HR) _ .97
AREA -AVERAGED Ap = .43
PEAK FLOW RATE(CFS) = 702.05
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity
Fp(Fm) Ap Ae
SOURCE
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR) (ACRES)
NODE
1 702.0 15.12 3.545
.973( .422) .43 249.8
60.00
2 683.9 17.60 3.235
.972( .420) .43 269.9
35.00
3 683.1 17.69 3.226
.972( .420) .43 270.6
100.00
4 679.6 17.95 3.197
.972( .420) .43 271.9
40.00
5 674.8 18.31 3.159
.972( .421) .43 273.8
130.00
6 653.9 20.00 2.996
.972( .422) .43 282.3
230.00
7 651.1 20.14 2.984
.972( .422) .43 282.4
200.00
8 650.4 20.17 2.981
.972( .422) .43 282.4
10.00
9 517.3 28.00 2.449
.972( .421) .43 283.4
10.00
END OF RATIONAL METHOD ANALYSIS
OR
6
@1
Tl
Citrus Avenue Storm Drain
^"^
T2
100 year storm
T3
SO
1117.4901383.650
1
1398.228
R
1174.7001385.580
1
.013
.000
.000
0
R
1220.3901387.130
1
.013
28.820
.000
0
R
1265.0301388.640
1
.013
.000
.000
0
R
1300.7601390.500
1
.013
.000
.000
0
R
1326.3801391.070
1
.013
.000
.000
0
R
1372.0801392.080
1
.013
-29.093
.000
0
JX
1377.8301392.150
1
.013
R
1630.0001396.840
1
.013
.000
.000
0
JX
1636.6701396.964
1
5
.013
37.350 1399.870
45.0
.000
R
1873.2901401.390
1
.013
.000
.000
0
JX
1877.9501401.470
1
.013
R
2302.6701409.710
1
.013
.000
.000
0
JX
2311.3901409.880
1
8
.013
39.300 1412.010
45.0
.000
R
2789.1801419.360
1
.013
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.000
1V4%" .
0
JX
2793.8401419.460
1
.013
R
3204.4301427.690
1
.013
.000
.000
0
JX
3209.0901427.790
1
.013
R
3579.5001434.360
1
.013
39.586
.000
0
JX
3595.5001434.610
1
7
.013
194.460 1435.150
30.0
11.316
R
3651.5001435.170
1
.013
39.130
.000
0
JX
3656.1601435.210
1
8
8.013
.100 .1001437.1501437.230-75.0
45.0
.000
R
4840.6001442.010
1
.013
.000
.000
0
R
4868.9701442.240
1
.013
-8.882
.000
0
R
4924.3001442.700
1
.013
-30.000
.000
0
JX
4938.1301443.320
12
10
.013
88.000 1444.520
-30.0
.000
R
4963.5901443.530
12
.013
7.971
.000
0
R
4990.0701443.750
12
.013
8.291
.000
0
JX
5000.3901444.330
14
13
.013
129.040 1444.790
-45.0
�""""
.000
R 6181.2401450.600 2 .013
0
TS 6185.9101451.620 11 .013
R 6224.0001451.730 11 .013
0
JX 6226.0001451.740 11 8 .013
-1.273
R 6294.3301451.950 11 .013
0
JX 6302.3301451.970 11 8 8.013
-5.093
R 6327.3501452.040 11 .013
0
R 6332.0201452.060 11 .013
R 6399.3201453.470 11 .013
0
JX 6406.7201454.120 3 6 .013
.000
R 6747.6701461.280 3 .013
0
R 6867.5001463.798 3 .013
1
JX 6870.0001463.850 3 9 .013
.000
R 6954.5001465.630 3 .013
0
JX 6957.0001465.680 3 9 .013
.000
R 7147.6701469.680 3 .013
0
R 7452.0001477.288 3 .013
0
JX 7459.0001477.447 3 8 .013
.000
R 7533.2801479.310 3 .013
0
TS 7537.9401480.420 10 .013
R 7561.5001481.500 10 .013
0
R 7608.4501483.950 10 .013
0
SH 7608.4501483.950 10
CD 1 4 1 .000 6.500
CD 2 4 1 .000 5.500
CD 3 4 1 .000 4.000
CD 4 4 1 .000 4.000
CD 5 4 1 .000 4.000
CD 6 4 1 .000 3.500
CD 7 4 1 .000 5.000
CD 8 4 1 .000 2.000
CD 9 4 1 .000 2.500
CD 10 4 1 .000 3.000
CD 11 4 1 .000 4.500
CD 12 4 1 .000 6.000
CD 13 4 1 .000 4.000
Aom* CD 14 4 1 .000 5.500
w001 CD 15 4 1 .000 4.000
.000
.000
.000
-24.249
.000
7.470
1452.980
70.0
-43.500
.000
4.000
4.0001453.1901453.220 58.0
90.0
-15.928
.000
.000
.000
.000
.000
39.870
1454.26
45.0
.000
.000
.000
.000
30.910
1464.560
30.0
.000
.000
30.910
1466.410
30.0
.000
.000
.000
.000
22.080
1478.350
-45.0
.000
.000
.000
29.998
.000
.000
.000
1483.950
.000 .000
.000
.00
.000 .000
.000
.00
.000 .000
.000
.00
.000 .000
.000
.00
.000 .000
.000
.00
.000 .000
.000
.00
.000 .000
.000
.00
.000 .000
.000
.00
.000 .000
.000
.00
.000 .000
.000
.00
.000 .000
.000
.00
.000 .000
.000
.00
.000 .000
.000
.00
.000 .000
.000
.00
.000 .000
.000
.00
z
FILE: walnutf.WSW
W S P
G W- CIVILDESIGN Version
14.03
PAGE 1
Program Package Serial
Number: 1382
WATER
SURFACE
PROFILE LISTING
Date:ll-
2-2005
Time:
8:58:19
Citrus Avenue
Storm Drain
100 year storm
Invert Depth Water Q
Vel Vel I
Energy I Super
ICriticalIFlow ToplHeight/ Base Wtj
INo Wth
Station
I Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
Dia.-FTIor
I.D.1
ZL
IPrs/Pip
L/Eleni
**rw*+,+••I.,t,r,r*,t.x•I*r*.*.x,rl*.•**t*.•I.++..****I..*•++rl+*.*.*+I�.**,t,r+*,tl+,t�.*,r*I*t.**.***:+.�•++I.*****•I.+,t*�+•I..+.r
ICh Slope
I I
I I
SF Avel
HF ISE DpthIFroude
NINorm
Dp
I "N"
I X -Fall
ZR
IType Ch
I.**,t.*.
1117.490
1383.650
14.578
1398.228
678.93
20.46
6.50
1404.73
.00
6.26
.00
6.500
.000
.00
1 .0
57.210
.0337
.0168
.96
14.58
.00
4.03
.013
.00
.00
PIPE
1174.700
1385.580
13.607
1399.187
678.93
20.46
6.50
1405.69
.00
6.26
.00
6.500
.000
.00
1 .0
45.690
.0339
.0168
.77
.00
.00
4.02
.013
.00
.00
PIPE
1220.390
1387.130
13.559
1400.689
678.93
20.46
6.50
1407.19
.00
6.26
.00
6.500
.000
.00
1 .0
44.640
.0338
.0168
.75
13.56
.00
4.02
.013
.00
.00
PIPE
1265.030
1388.640
12.798
1401.438
678.93
20.46
6.50
1407.94
.00
6.26
.00
6.500
.000
.00
1 .0
35.730
.0521
.0168
.60
12.80
.00
3.51
.013
.00
.00
PIPE
1300.760
1390.500
11.537
1402.037
678.93
20.46
6.50
1408.54
.00
6.26
.00
6.500
.000
.00
1 .0
25.620
.0222
.0168
.43
11.54
.00
4.68
.013
.00
.00
PIPE
1326.380
1391.070
11.397
1402.467
678.93
20.46
6.50
1408.97
.00
6.26
.00
6.500
.000
.00
1 .0
45.700
.0221
.0168
.77
.00
.00
4.69
.013
.00
.00
PIPE
1372.080
1392.080
11.892
1403.972
678.93
20.46
6.50
1410.47
.00
6.26
.00
6.500
.000
.00
1 .0
JUNCT STR
.0122
.0168
.10
11.89
.00
.013
.00
.00
PIPE
1377.830
1392.150
11.919
1404.069
678.93
20.46
6.50
1410.57
.00
6.26
.00
6.500
.000
.00
1 .0
252.170
.0186
.0168
4.23
11.92
.00
5.06
.013
.00
.00
PIPE
1630.000
1396.840
11.458
1408.298
678.93
20.46
6.50
1414.80
.00
6.26
.00
6.500
.000
.00
1 .0
JUNCT STR
.0186
.0159
.11
11.46
.00
.013
.00
.00
PIPE
t
FILE: walnutf.WSW
W S P
G W- CIVILDESIGN Version
14.03
PAGE
2
Program Package Serial Number: 1382
WATER
SURFACE
PROFILE LISTING
Date:ll- 2-2005
Time:
8:58:19
Citrus Avenue
Storm Drain
100 year storm
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Invert Depth Water Q
Vel Vel I
Energy I
Super ICriticalIFlow
ToplHeight/
Base
Wtj
++++++++
INo Wth
Station
I Elev
(FT)
Elev
(CFS)
(FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
Dia.-FTIor
I.D.1
ZL
IPrs/Pip
L/Elem
ICh Slope I
I I I
SF Avel
HF ISE
DpthIFroude
NINorm
Dp
I "N" I X
-Fall
ZR
IType Ch
1636.670
1396.964
12.757
1409.721
641.58
19.33
5.80
1415.53
.00
6.20
.00
6.500
.000
.00
1
.0
236.620
.0187
.0150
3.54
12.76
.00
4.80
.013
.00
.00
PIPE
1873.290
1401.390
11.875
1413.265
641.58
19.33
5.80
1419.07
.00
6.20
.00
6.500
.000
.00
1
.0
JUNCT STR
0172
.0150
.07
11.87
.00
.013
.00
.00
PIPE
1877.950
1401.470
11.864
1413.334
641.58
19.33
5.80
1419.14
.00
6.20
.00
6.500
.000
.00
1
.0
424.720
.0194
.0150
6.36
11.86
.00
4.73
.013
.00
.00
PIPE
2302.670
1409.710
9.985
1419.695
641.58
19.33
5.80
1425.50
.00
6.20
.00
6.500
.000
.00
1
.0
JUNCT STR
.0195
.0141
.12
9.98
.00
.013
.00
.00
PIPE
2311.390
1409.880
10.991
1420.871
602.28
18.15
5.12
1425.99
.00
6.13
.00
6.500
.000
.00
1
.0
407.338
.0198
.0132
5.38
10.99
.00
4.46
.013
.00
.00
PIPE
2718.728
1417.962
8.283
1426.245
602.28
18.15
5.12
1431.36
.00
6.13
.00
6.500
.000
.00
1
.0
HYDRAULIC
JUMP
2718.728
1417.962
4.517
1422.479
602.28
24.47
9.30
1431.78
.00
6.13
5.99
6.500
.000
.00
1
.0
70.452
.0198
.0191
1.35
4.52
2.13
4.46
.013
.00
.00
PIPE
2789.180
1419.360
4.528
1423.888
602.28
24.40
9.25
1433.14
.00
6.13
5.98
6.500
.000
.00
1
.0
JUNCT STR
.0215
.0190
.09
4.53
2.12
.013
.00
.00
PIPE
2793.840
1419.460
4.532
1423.992
602.28
24.38
9.23
1433.22
.00
6.13
5.97
6.500
.000
.00
1
.0
219.335
.0200
.0185
4.05
4.53
2.11
4.44
.013
.00
.00
PIPE
K
FILE: walnutf.WSW
W S P
G W- CIVILDESIGN Version
14.03
PAGE 3
Program Package Serial
Number: 1382
WATER
SURFACE
PROFILE LISTING
Date:ll-
2-2005 Time:
8:58:19
Citrus Avenue
Storm Drain
100 year storm
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
++++++++
Invert
Depth
Water
Q
Vel
Vel I
Energy I
Super
ICriticaliFlow
ToplHeight/
Base Wtj
INo Wth
Station
I Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
Dia.-FTIor
I.D.1
ZL
IPrs/Pip
L/Elem
SCh Slope
I I
I I
SF Avel
HF ISE DpthIFroude
NINorm
Dp
I "N" I
X -Fall
ZR
IType Ch
3013.175
1423.856
4.636
1428.492
602.28
23.78
8.78
1437.28
.00
6.13
5.88
6.500
.000
.00
1 .0
191.255
.0200
.0170
3.25
4.64
2.02
4.44
.013
.00
.00
PIPE
3204.430
1427.690
4.851
1432.541
602.28
22.68
7.98
1440.53
.00
6.13
5.66
6.500
.000
.00
1 .0
JUNCT STR
0215
.0160
.07
5.02
1.84
.013
.00
.00
PIPE
3209.090
1427.790
4.862
1432.652
602.28
22.62
7.95
1440.60
.17
6.13
5.64
6.500
.000
.00
1 .0
37.520
.0177
.0159
.59
5.03
1.84
4.66
.013
.00
.00
PIPE
3246.610
1428.456
4.892
1433.348
602.28
22.48
7.85
1441.19
.16
6.13
5.61
6.500
.000
.00
1 .0
170.861
.0177
.0150
2.56
5.06
1.81
4.66
.013
.00
.00
PIPE
3417.471
1431.486
5.131
1436.617
602.28
21.43
7.13
1443.75
.14
6.13
5.30
6.500
.000
.00
1 .0
90.037
.0177
.0135
1.22
5.27
1.64
4.66
.013
.00
.00
PIPE
3507.508
1433.083
5.401
1438.484
602.28
20.44
6.48
1444.97
.12
6.13
4.87
6.500
.000
.00
1 .0
51.470
.0177
.0124
.64
5.52
1.46
4.66
.013
.00
.00
PIPE
3558.979
1433.996
5.715
1439.711
602.28
19.48
5.90
1445.61
.09
6.13
4.24
6.500
.000
.00
1 .0
20.521
.0177
.0116
.24
5.81
1.27
4.66
.013
.00
.00
PIPE
3579.500
1434.360
6.127
1440.487
602.28
18.58
5.36
1445.85
6.50
6.13
3.02
6.500
.000
.00
1 .0
JUNCT STR
0156
.0087
.14
6.50
1.00
.013
.00
.00
PIPE
3595.500
1434.610
10.285
1444.895
407.82
12.29
2.35
1447.24
.00
5.38
.00
6.500
.000
.00
1 .0
56.000
.0100
.0061
.34
.00
.00
4.31
.013
.00
.00
PIPE
C)
FILE: walnutf.WSW
W S P
G W- CIVILDESIGN
Version
14.03
PAGE
4
Program Package
Serial Number: 1382
WATER
SURFACE
PROFILE LISTING
Date:ll- 2-2005
Time:
8:58:19
Citrus Avenue
Storm Drain
100 year storm
Invert I Depth
I Water I
Q I
Vel Vel I
Energy I
Super
ICriticallFlow ToplHeight/IBase WtI
INo Wth
Station
I Elev I
(FT)
I Elev
(CFS) I
(FPS)
Head I
Grd.E1.1
Elev
I Depth I
Width
IDia.-FTIor
I.D.1
ZL
IPrs/Pip
-I-
L/Elem
-I-
ICh Slope I
-I-
-I-
I 1
-1-
I
-I-
-I-
SF Avel
-I- -I-
HF ISE DpthlFroude
-I-
NINorm
-I-
Dp
-1-
I "N" I X-Fall1
-I-
ZR
-I
(Type Ch
3651.500
1435.170
10.373
1445.543
407.82
12.29
2.35
1447.89
.00
5.38
.00
6.500
.000
.00
1
.0
JUNCT STR
0086
.0060
.03
10.37
.00
.013
.00
.00
I_
PIPE
3656.160
I
1435.210
I
10.366
I I
1445.576
I
407.62
12.28
I
2.34
I
1447.92
.00
I
5.38
I
.00
I I
6.500
I
.000
.00
I
1
.0
1184.440
.0057
.0060
7.16
10.37
.00
5.49
.013
.00
.00
PIPE
4840.600
1442.010
10.725
1452.735
407.62
12.28
2.34
1455.08
.00
5.38
.00
6.500
.000
.00
1
.0
-I-
28.370
-I-
.0081
-I-
-I-
-I-
-I-
-I-
.0060
-I-
.17
-I-
.00
-I-
.00
-I-
4.66
-I-
.013
-I-
.00
.00
1-
PIPE
4868.970
I
1442.240
I
10.814
I I
1453.054
I
407.62
12.28
I
2.34
I
1455.40
.00
I
5.38
I
.00
I I
6.500
I
.000
.00
I
1
.0
55.330
.0083
.0060
.33
.00
.00
4.61
.013
.00
.00
PIPE
4924.300
I
1442.700
I
10.959
I I
1453.659
I
407.62
12.28
I
2.34
I
1456.00
.00
I
5.38
I
.00
I I
6.500
I
.000
.00
I
1
.0
JUNCT STR
.0448
.0059
.08
.00
.00
.013
.00
.00
PIPE
4938.130
1443.320
10.870
1454.190
319.62
11.30
1.98
1456.17
.00
4.87
.00
6.000
.000
.00
1
.0
25.460
.0083
.0057
.15
.00
.00
4.18
.013
.00
.00
PIPE
4963.590
1443.530
10.924
1454.453
319.62
11.30
1.98
1456.44
.00
4.87
.00
6.000
.000
.00
1
.0
26.480
.0083
.0057
.15
.00
.00
4.16
.013
.00
.00
PIPE
4990.070
I
1443.750
I
10.975
I I
1454.725
I
319.62
11.30
I
1.98
I
1456.71
.00
I
4.87
I
.00
I I
6.000
I
.000
.00
I
1
.0
-I-
JUNCT STR
-I-
.0562
-I-
-I-
-I-
-I-
-I-
.0045
-I-
.05
-I-
10.97
-I-
.00
-I-
-I-
.013
-I-
.00
.00
I-
PIPE
5000.390
1444.330
11.810
1456.140
190.58
8.02
1.00
1457.14
.00
3.86
.00
5.500
.000
.00
1
.0
1180.850
.0053
.0032
3.80
11.81
.00
3.65
.013
.00
.00
PIPE
FILE: walnutf.WSW
W S P
G W- CIVILDESIGN Version
14.03
PAGE 5
Program Package
Serial
Number: 1382
WATER
SURFACE
PROFILE LISTING
Date:ll-
2-2005
Time:
8:58:19
Citrus Avenue
Storm Drain
100 year storm
I Invert I Depth I Water I
Q I
Vel Vel I
Energy I
Super ICriticallFlow ToplHeight/IBase Wti
INo Wth
Station
I Elev I
(FT)
I Elev I
(CFS) I
(FPS)
Head I
Grd.E1.1
Elev
I Depth I
Width
IDia.-FTIor
I.D.I
ZL
IPrs/Pip
L/Eleni
ICh Slope I
I I
I
SF Avel
HF ISE
DpthlFroude
NINorm
Dp
I "N"
I X-Fa11I
ZR
IType Ch
6181.240
I I
1450.600
9.344
I I
1459.944
I
190.58
8.02
I
1.00
I
1460.94
.00
I
3.86
I
.00
I
5.500
I I
.000
.00
I
1 .0
TRANS STR
2184
.0063
.03
9.34
.00
.013
.00
.00
I_
PIPE
6185.910
I I
1451.620
7.405
I I
1459.025
I
190.58
11.98
I
2.23
I
1461.25
.00
I
3.97
I
.00
I
4.500
I I
.000
.00
I
1 .0
-I-
38.090
-I-
.0029
-I-
-I-
-I-
-I-
-I-
.0094
-I-
.36
-I-
.00
-I-
.00
4.50
-I- -I-
.013
-I-
.00
.00
1-
PIPE
6224.000
I I
1451.730
7.884
I I
1459.614
I
190.58
11.98
I
2.23
I
1461.84
.00
I
3.97
I
.00
I
4.500
I I
.000
.00
I
1 .0
JUNCT STR
0050
.0090
.02
.00
.00
.013
.00
.00
I_
PIPE
6226.000
I I
1451.740
8.223
I I
1459.963
I
183.11
11.51
I
2.06
I
1462.02
.00
I I
3.91
.00
I
4.500
I I
.000
.00
I
1 .0
68.330
.0031
.0087
.59
.00
.00
4.50
.013
.00
.00
I_
PIPE
6294.330
I
1451.950
I
8.892
I I
1460.842
I
183.11
11.51
I
2.06
I
1462.90
.00
I
3.91
I
.00
I
4.500
I I
.000
.00
I
1 .0
JUNCT STR
.0025
.0083
.07
.00
.00
.013
.00
.00
PIPE
6302.330
I
1451.970
I
9.285
I I
1461.255
I
175.11
11.01
I
1.88
I
1463.14
.00
I
3.84
I
.00
I
4.500
I I
.000
.00
I
1 .0
25.020
.0028
.0079
.20
.00
.00
4.50
.013
.00
.00
PIPE
6327.350
I
1452.040
I
9.571
I I
1461.611
I
175.11
11.01
I
1.88
I
1463.49
.00
I
3.84
I
.00
I
4.500
I I
.000
.00
I
1 .0
4.670
.0043
.0079
.04
9.57
.00
4.50
.013
.00
.00
I_
PIPE
6332.020
I
1452.060
I
9.588
I I
1461.648
I
175.11
11.01
I
1.88
I
1463.53
.00
I
3.84
I
.00
I
4.500
I I
.000
.00
I
1 .0
-I-
67.300
-I-
.0209
-I-
-I-
-I-
-I-
-I-
.0079
-I-
.53
-I-
9.59
-I-
.00
2.55
-I- -I-
.013
-I-
.00
.00
1-
PIPE
6399.320
I
1453.470
I
8.712
I I
1462.182
I
175.11
11.01
I
1.88
I
1464.06
.00
I
3.84
I
.00
I
4.500
I I
.000
.00
I
1 .0
JUNCT STR
.0878
.0084
.06
8.71
.00
.013
.00
.00
PIPE
0
0
0
FILE: walnutf.WSW
W S P
G W- CIVILDESIGN Version
14.03
PAGE 6
Program Package Serial Number: 1382
WATER
SURFACE
PROFILE LISTING
Date:ll-
2-2005
Time:
8:58:19
Citrus Avenue
Storm Drain
100 year storm
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Invert Depth Water Q
Vel Vel I Energy I
Super
ICriticalIFlow TopIHeight/ Base Wtl
++++++++
INo Wth
Station
I Elev
(FT)
Elev
(CFS) I
(FPS)
Head
I Grd.El.1
Elev
I Depth
I Width
Dia.-FTIor
I.D.1
ZL
IPrs/Pip
L/Elem
ICh Slope I
I
I I
SF Aver
HF ISE
DpthIFroude
NINorm
Dp
I "N"
I X-Fall
ZR
IType Ch
6406.720
1454.120
8.900
1463.020
135.24
10.76
1.80
1464.82
.00
3.47
.00
4.000
.000
.00
1 .0
340.950
.0210
.0089
3.02
8.90
.00
2.35
.013
.00
.00
PIPE
6747.670
1461.280
4.762
1466.042
135.24
10.76
1.80
1467.84
.00
3.47
.00
4.000
.000
.00
1 .0
36.159
.0210
.0089
.32
4.76
.00
2.35
.013
.00
.00
PIPE
6783.829
1462.040
4.344
1466.384
135.24
10.76
1.80
1468.18
.00
3.47
.00
4.000
.000
.00
1 .0
HYDRAULIC
JUMP
6783.829
1462.040
2.638
1464.678
135.24
15.38
3.67
1468.35
.00
3.47
3.79
4.000
.000
.00
1 .0
25.257
.0210
.0142
.36
2.64
1.78
2.35
.013
.00
.00
PIPE
6809.085
1462.571
2.723
1465.294
135.24
14.84
3.42
1468.71
.00
3.47
3.73
4.000
.000
.00
1 .0
23.368
.0210
.0129
.30
2.72
1.67
2.35
.013
.00
.00
PIPE
6832.453
1463.062
2.844
1465.906
135.24
14.15
3.11
1469.02
.00
3.47
3.63
4.000
.000
.00
1 .0
15.964
.0210
.0115
.18
2.84
1.54
2.35
.013
.00
.00
PIPE
6848.417
1463.397
2.975
1466.372
135.24
13.49
2.83
1469.20
.00
3.47
3.49
4.000
.000
.00
1 .0
10.667
.0210
.0103
.11
2.98
1.40
2.35
.013
.00
.00
PIPE
6859.084
1463.621
3.118
1466.739
135.24
12.87
2.57
1469.31
.00
3.47
3.32
4.000
.000
.00
1 .0
6.298
.0210
.0093
.06
3.12
1.27
2.35
.013
.00
.00
PIPE
6865.383
1463.754
3.278
1467.032
135.24
12.27
2.34
1469.37
.00
3.47
3.08
4.000
.000
.00
1 .0
2.117
.0210
.0085
.02
3.28
1.14
2.35
.013
.00
.00
PIPE
FILE: walnutf.WSW
W S P
G W- CIVILDESIGN Version
14.03
PAGE 7
Program Package Serial
Number: 1382
WATER
SURFACE
PROFILE LISTING
Date:ll- 2-2005
Time:
8:58:19
Citrus Avenue
Storm Drain
100 year storm
Invert Depth Water Q
Vel Vel I
Energy I
Super ICriticaliFlow
ToplHeight/ Base
Wtj
INo Wth
Station
I Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.El.1
Elev
I Depth I
Width
Dia.-FTIor
I.D.I
ZL
IPrs/Pip
L/Elem
SCh Slope I
I
SF Aver
HF ISE
DpthlFroude
N
Norm Dp
I "N" I X
-Fall)
ZR
(Type Ch
6867.500
1463.798
3.465
1467.263
135.24
11.69
2.12
1469.39
.00
3.47
2.72
4.000
.000
.00
1 .0
JUNCT STR
.0208
.0067
.02
3.47
1.00
.013
.00
.00
PIPE
6870.000
1463.850
4.837
1468.687
104.33
8.30
1.07
1469.76
.00
3.09
.00
4.000
.000
.00
1 .0
52.988
.0211
.0052
.28
4.84
.00
2.00
.013
.00
.00
PIPE
6922.988
1464.966
4.000
1468.966
104.33
8.30
1.07
1470.04
.00
3.09
.00
4.000
.000
.00
1 .0
15.875
.0211
.0049
.08
4.00
.00
2.00
.013
.00
.00
PIPE
6938.864
1465.301
3.641
1468.941
104.33
8.69
1.17
1470.11
.00
3.09
2.29
4.000
.000
.00
1 .0
HYDRAULIC
JUMP
6938.864
1465.301
2.607
1467.907
104.33
12.03
2.25
1470.15
.00
3.09
3.81
4.000
.000
.00
1 .0
6.493
.0211
.0087
.06
2.61
1.41
2.00
.013
.00
.00
PIPE
6945.356
1465.437
2.701
1468.138
104.33
11.55
2.07
1470.21
.00
3.09
3.75
4.000
.000
.00
1 .0
5.162
.0211
.0078
.04
2.70
1.31
2.00
.013
.00
.00
PIPE
6950.519
1465.546
2.821
1468.367
104.33
11.01
1.88
1470.25
.00
3.09
3.65
4.000
.000
.00
1 .0
2.999
.0211
.0070
.02
2.82
1.20
2.00
.013
.00
.00
PIPE
6953.518
1465.609
2.950
1468.559
104.33
10.50
1.71
1470.27
.00
3.09
3.52
4.000
.000
.00
1 .0
.982
.0211
.0063
.01
2.95
1.10
2.00
.013
.00
.00
PIPE
6954.500
1465.630
3.092
1468.722
104.33
10.01
1.56
1470.28
.00
3.09
3.35
4.000
.000
.00
1 .0
JUNCT STR
.0200
.0043
.01
3.09
1.00
.013
.00
.00
PIPE
FILE: walnutf.WSW
W S P
G W- CIVILDESIGN Version
14.03
PAGE 8
Program Package Serial
Number: 1382
WATER
SURFACE
PROFILE LISTING
Date:ll- 2-2005
Time:
8:58:19
Citrus
Avenue
Storm Drain
100 year storm
Invert
Depth
Water
Q
Vel
Vel I
Energy I
Super
iCriticallFlow
ToplHeight/IBase
WtI
INo Wth
Station
I Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.E1.I
Elev
I Depth
I Width
Dia.-FTIor
I.D.1
ZL
jPrs/Pip
L/Elem
ICh Slope I
I
I
I
SF Aver
HF ISE
DpthjFroude
NINorm
Dp
I "N" I X-Fal1I
ZR
IType Ch
6957.000
I
I 1465.680
I
4.260
I
1469.940
I
73.42
5.84
I
.53
I
1470.47
.00
I
2.59
I
.00
I I
4.000
I
.000
.00
I
1 .0
14.136
.0210
.0026
.04
4.26
.00
1.64
.013
.00
.00
PIPE
6971.136
1465.977
4.000
1469.977
73.42
5.84
.53
1470.51
.00
2.59
.00
4.000
.000
.00
1 .0
1.465
.0210
.0025
.00
4.00
.00
1.64
.013
.00
.00
PIPE
6972.601
I 1466.007 I
3.971 1
1469.978
73.42
5.85
.53
1470.51
.00
2.59
.68
4.000
.000
.00
1 .0
HYDRAULIC
JUMP
6972.601
1466.007
1.628
1467.635
73.42
15.29
3.63
1471.26
.00
2.59
3.93
4.000
.000
.00
1 .0
47.564
.0210
.0217
1.03
1.63
2.44
1.64
.013
.00
.00
PIPE
7020.165
I 1467.005 I
1.621
1468.626
73.42
15.36
3.66
1472.29
.00
2.59
3.93
4.000
.000
.00
1 .0
127.505
.0210
.0234
2.99
1.62
2.45
1.64
.013
.00
.00
PIPE
7147.670
I 1469.680
I 1.565
I 1471.245
73.42
16.11
4.03
1475.28
.00
2.59
3.90
4.000
.000
.00
1 .0
175.928
.0250
.0245
4.32
1.57
2.63
1.56
.013
.00
.00
PIPE
7323.598
I 1474.078
I 1.578
I 1475.656
73.42
15.92
3.94
1479.59
.00
2.59
3.91
4.000
.000
.00
1 .0
128.402
.0250
.0227
2.91
1.58
2.58
1.56
.013
.00
.00
PIPE
7452.000
1 1477.288
1.636
1478.924
73.42
15.18
3.58
1482.50
.00
2.59
3.93
4.000
.000
.00
1 .0
JUNCT STR
0227
.0271
.19
1.64
2.41
.013
.00
.00
PIPE
7459.000
I 1477.447
1.203
1478.650
51.34
16.14
4.05
1482.70
.00
2.15
3.67
4.000
.000
.00
1 .0
21.129
.0251
.0343
.72
1.20
3.06
1.29
.013
.00
.00
PIPE
FILE: walnutf.WSW
W S P
G W- CIVILDESIGN
Version
14.03
PAGE
9
Program Package Serial Number: 1382
WATER
SURFACE
PROFILE LISTING
Date:ll-
2-2005
Time:
8:58:19
Citrus
Avenue
Storm Drain
100 year storm
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Invert Depth Water Q
Vel Vel I
Energy I Super
ICriticalIFlow
TopIHeight/ Base Wtj
++++++++
INo Wth
Station
I Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.El.1
Elev
I Depth I
Width
Dia.-FTIor
I.D.I
ZL
IPrs/Pip
L/Elem
ICh Slope I
I I
SF Avel
HF ISE DpthIFroude
NINorm
Dp
I "N"
I X -Fall
ZR
IType Ch
7480.129
1477.977
1.180
1479.157
51.34
16.57
4.27
1483.42
.00
2.15
3.65
4.000
.000
.00
1
.0
29.747
.0251
.0381
1.13
1.18
3.17
1.29
.013
.00
.00
PIPE
7509.876
1478.723
1.140
1479.863
51.34
17.38
4.69
1484.55
.00
2.15
3.61
4.000
.000
.00
1
.0
23.403
.0251
.0435
1.02
1.14
3.39
1.29
.013
.00
.00
PIPE
7533.280
1479.310
1.102
1480.412
51.34
18.23
5.16
1485.57
.00
2.15
3.57
4.000
.000
.00
1
.0
TRANS STR
.2382
.0392
.18
1.10
3.62
.013
.00
.00
PIPE
7537.940
1480.420
1.376
1481.796
51.34
16.23
4.09
1485.89
.54
2.33
2.99
3.000
.000
.00
1
.0
4.985
.0458
.0314
.16
1.92
2.78
1.24
.013
.00
.00
PIPE
7542.925
1480.649
1.387
1482.036
51.34
16.05
4.00
1486.04
.53
2.33
2.99
3.000
.000
.00
1
.0
18.575
.0458
.0291
.54
1.92
2.74
1.24
.013
.00
.00
PIPE
7561.499
1481.500
1.440
1482.940
51.34
15.30
3.64
1486.58
.00
2.33
3.00
3.000
.000
.00
1
.0
8.639
.0522
.0259
.22
1.44
2.55
1.20
.013
.00
.00
PIPE
7570.138
1481.951
1.484
1483.435
51.34
14.73
3.37
1486.80
.00
2.33
3.00
3.000
.000
.00
1
.0
8.604
.0522
.0231
.20
1.48
2.41
1.20
.013
.00
.00
PIPE
7578.741
1482.400
1.540
1483.940
51.34
14.04
3.06
1487.00
.00
2.33
3.00
3.000
.000
.00
1
.0
6.860
.0522
.0204
.14
1.54
2.24
1.20
.013
.00
.00
PIPE
7585.601
1482.758
1.600
1484.358
51.34
13.39
2.78
1487.14
.00
2.33
2.99
3.000
.000
.00
1
.0
5.581
.0522
.0180
.10
1.60
2.08
1.20
.013
.00
.00
PIPE
FILE: walnutf.WSW
W S P
G W - CIVILDESIGN Version
14.03
PAGE 10
Program Package Serial
Number: 1382
WATER
SURFACE PROFILE LISTING
Date:ll-
2-2005
Time:
8:58:19
Citrus
Avenue
Storm Drain
100 year storm
Invert Depth
Water
Q
Vel Vel I
Energy I
Super jCriticalIFlow ToplHeight/
Base Wtj
INo Wth
Station
I Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.El.1
Elev
I Depth I
Width
Dia.-FTIor
I.D.1
ZL
IPrs/Pip
L/Eleni
SCh Slope I
I
I
SF Aver
HF ISE
DpthIFroude
NINorm
Dp
I "N"
I X -Fall
ZR
IType Ch
7591.182
1483.049
1.662
1484.711
51.34
12.76
2.53
1487.24
.00
2.33
2.98
3.000
.000
.00
1 .0
4.514
.0522
.0159
.07
1.66
1.94
1.20
.013
.00
.00
PIPE
7595.695
1483.284
1.728
1485.013
51.34
12.17
2.30
1487.31
.00
2.33
2.97
3.000
.000
.00
1 .0
3.644
.0522
.0140
.05
1.73
1.80
1.20
.013
.00
.00
PIPE
7599.339
1483.475
1.798
1485.273
51.34
11.60
2.09
1487.36
.00
2.33
2.94
3.000
.000
.00
1 .0
2.918
.0522
.0124
.04
1.80
1.67
1.20
.013
.00
.00
PIPE
7602.257
1483.627
1.872
1485.499
51.34
11.06
1.90
1487.40
.00
2.33
2.91
3.000
.000
.00
1 .0
2.277
.0522
.0110
.03
1.87
1.54
1.20
.013
.00
.00
PIPE
7604.534
1483.746
1.951
1485.697
51.34
10.55
1.73
1487.42
.00
2.33
2.86
3.000
.000
.00
1 .0
1.747
.0522
.0098
.02
1.95
1.43
1.20
.013
.00
.00
PIPE
7606.281
1483.837
2.034
1485.871
51.34
10.06
1.57
1487.44
.00
2.33
2.80
3.000
.000
.00
1 .0
1.191
.0522
.0087
.01
2.03
1.31
1.20
.013
.00
.00
PIPE
7607.472
1483.899
2.125
1486.024
51.34
9.59
1.43
1487.45
.00
2.33
2.73
3.000
.000
.00
1 .0
.739
.0522
.0078
.01
2.13
1.21
1.20
.013
.00
.00
PIPE
7608.211
1483.938
2.222
1486.160
51.34
9.14
1.30
1487.46
.00
2.33
2.63
3.000
.000
.00
1 .0
.239
.0522
.0070
.00
2.22
1.10
1.20
.013
.00
.00
PIPE
7608.450
1483.950
2.330
1486.280
51.34
8.71
1.18
1487.46
.00
2.33
2.50
3.000
.000
.00
1 .0
Onsite
Rational Methods
Line A, Lateral A-1, Lateral A-3
0
OR
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING, INC.
6101 CHERRY AVENUE
FONTANA, CALIFORNIA 92336
(909) 899 - 5011
************************** DESCRIPTION OF STUDY **************************
* Tract 16723
* Developed Condition
* 100 Year sTorm Event
**************************************************************************
FILE NAME: 16723DEV.DAT
TIME/DATE OF STUDY: 22:24 10/31/2005
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 _ .90
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5000
*ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD*
****************************************************************************
FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00
ELEVATION DATA: UPSTREAM(FEET) = 1476.70 DOWNSTREAM(FEET) = 1470.10
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.474
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.047
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
. RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 1.60 .98 .60 32 11.47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA RUNOFF(CFS) = 4.99
TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.99
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6.1
---------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1470.10 DOWNSTREAM ELEVATION(FEET) = 1468.20
STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.39
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .48
HALFSTREET FLOOD WIDTH(FEET) = 17.87
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.23
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08
STREET FLOW TRAVEL TIME(MIN.) = 2.84 Tc(MIN.) = 14.31
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.544
+, SUBAREA LOSS RATE DATA(AMC II): pp SCS
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 1.80 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.79
EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED Fm(INCH/HR) = 58
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 9.06
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .51 HALFSTREET FLOOD WIDTH(FEET) = 19.31
FLOW VELOCITY(FEET/SEC.) = 2.35 DEPTH*VELOCITY(FT*FT/SEC.) = 1.21
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1
-----------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1468.20 DOWNSTREAM(FEET) = 1461.50
FLOW LENGTH(FEET) = 50.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 17.13
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.06
PIPE TRAVEL TIME(MIN.) = .05 Tc(MIN.) = 14.36
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 14.36
RAINFALL INTENSITY(INCH/HR) = 3.54
AREA -AVERAGED Fm(INCH/HR) = .58
AREA -AVERAGED Fp(INCH/HR) = .98
AREA -AVERAGED Ap = .60
EFFECTIVE STREAM AREA(ACRES) = 3.40
TOTAL STREAM AREA(ACRES) = 3.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.06
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 2.1
------- --------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00
ELEVATION DATA: UPSTREAM(FEET) = 1476.70 DOWNSTREAM(FEET) = 1470.10
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.039
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.142
SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 1.60 .98 .60 32 11.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA RUNOFF(CFS) = 5.12
TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 5.12
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6.1
--------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1470.10 DOWNSTREAM ELEVATION(FEET) = 1468.50
STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
.1%w INSIDE STREET CROSSFALL(DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.40
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .43
HALFSTREET FLOOD WIDTH(FEET) = 15.41
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.17
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .94
STREET FLOW TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = 13.19
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.722
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 20 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) = 56
EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) _ .59
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 5.12
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .43 HALFSTREET FLOOD WIDTH(FEET) = 15.05
FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) _ •92
****************************************************************************
FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 8.1
------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 13.19
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.722
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 3.10 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 8.75
EFFECTIVE AREA(ACRES) = 4.90 AREA -AVERAGED Fm(INCH/HR) _ .59
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 13.84
****************************************************************************
FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 6.1
----------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»>(STANDARD CURB SECTION USED)<<<<<
err UPSTREAM ELEVATION(FEET) = 1468.50 DOWNSTREAM ELEVATION(FEET) = 1468.20
STREET LENGTH(FEET) = 70.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
mow* DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.97
***STREET FLOW SPLITS OVER STREET -CROWN***
FULL DEPTH(FEET) _ .53 FLOOD WIDTH(FEET) = 20.00
FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.22
SPLIT DEPTH(FEET) _ .44 SPLIT FLOOD WIDTH(FEET) = 15.56
SPLIT FLOW(CFS) = 4.82 SPLIT VELOCITY(FEET/SEC.) = 1.90
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
NOTE: STREET FLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOW DEPTH(FEET) _ .53
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.22
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.17
STREET FLOW TRAVEL TIME(MIN.) _ .53 TC(MIN.) = 13.72
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.636
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 .10 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) _ .27
EFFECTIVE AREA(ACRES) = 5.00 AREA -AVERAGED Fm(INCH/HR) _ .59
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 13.84
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .53 HALFSTREET FLOOD WIDTH(FEET) = 20.00
FLOW VELOCITY(FEET/SEC.) = 2.22 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17
****************************************************************************
FLOW PROCESS FROM NODE 7.00 TO NODE 3.00 IS CODE = 3.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1468.20 DOWNSTREAM(FEET) = 1461.50
FLOW LENGTH(FEET) = 25.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 24.75
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.84
PIPE TRAVEL TIME(MIN.) _ .02 Tc(MIN.) =
13.73
TABLE
**
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE
3.00 IS CODE
= 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
Tc
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
Fp(Fm) Ap Ae
TOTAL NUMBER OF STREAMS = 2
NUMBER
(CFS)
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
2 ARE:
(INCH/HR) (ACRES)
TIME OF CONCENTRATION(MIN.) = 13.73
1
22.5
RAINFALL INTENSITY(INCH/HR) = 3.63
3.537
.975( .585) .60 8.4
AREA -AVERAGED Fm(INCH/HR) = .59
2
22.8
AREA -AVERAGED Fp(INCH/HR) = .98
3.633
.975( .585) .60 8.3
AREA -AVERAGED Ap = .60
EFFECTIVE STREAM AREA(ACRES) = 5.00
TOTAL STREAM AREA(ACRES) = 5.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.84
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm)
Ap Ae
SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR)
(ACRES)
NODE
1 9.06 14.36 3.537 .98( .59)
.60 3.40
.00
2 13.84 13.73 3.633 .98( .59)
.60 5.00
4.00
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
SOURCE
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR) (ACRES)
NODE
1
22.5
14.36
3.537
.975( .585) .60 8.4
.00
2
22.8
13.73
3.633
.975( .585) .60 8.3
4.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 22.78 Tc(MIN.) = 13.73
EFFECTIVE AREA(ACRES) = 8.25 AREA -AVERAGED Fm(INCH/HR) _ .59
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 8.40
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 8.00 IS CODE = 3.1
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« <
----------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1461.50 DOWNSTREAM(FEET) = 1458.10
FLOW LENGTH(FEET) = 420.00 MANNING'S N = .013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.48
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 22.78
40"Fl. PIPE TRAVEL TIME(MIN.) = .94 Tc(MIN.) = 14.67
****************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 8.1
-------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 14.67
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.492
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 2.10 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.50
EFFECTIVE AREA(ACRES) = 10.35 AREA-AVERAGED Fm(INCH/HR) _ .59
AREA-AVERAGED Fp(INCH/HR) _ .98 AREA-AVERAGED Ap = .60
TOTAL AREA(ACRES) = 10.50 PEAK FLOW RATE(CFS) = 27.09
****************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1458.10 DOWNSTREAM(FEET) = 1457.20
FLOW LENGTH(FEET) = 180.00 MANNING'S N = .013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.39
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 27.09
PIPE TRAVEL TIME(MIN.) _ .47 Tc(MIN.) = 15.14
****************************************************************************
FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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.)
= 15.14
RAINFALL INTENSITY(INCH/HR)
= 3.43
AREA -AVERAGED Fm(INCH/HR) _
.59
AREA -AVERAGED Fp(INCH/HR) _
.98
AREA -AVERAGED Ap = .60
EFFECTIVE STREAM AREA(ACRES)
= 10.35
TOTAL STREAM AREA(ACRES) =
10.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.09
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 10.50 IS CODE = 2.1
----------------------------------------------------------------------------
'wlk. »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
'fir+' >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
w
INITIAL SUBAREA FLOW-LENGTH(FEET) = 340.00
ELEVATION DATA: UPSTREAM(FEET) = 1475.00 DOWNSTREAM(FEET) = 1471.10
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.365
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.302
SUBAREA TC AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 1.00 .98 .60 32 10.37
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA RUNOFF(CFS) = 3.35
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.35
****************************************************************************
FLOW PROCESS FROM NODE 10.50 TO NODE 11.00 IS CODE = 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1471.10 DOWNSTREAM ELEVATION(FEET) = 1466.70
STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.64
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .34
HALFSTREET FLOOD WIDTH(FEET) = 10.79
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.84
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .97
STREET FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 12.12
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.916
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A .20 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) _ .60
EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) _ .58
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 3.60
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 10.71
FLOW VELOCITY(FEET/SEC.) = 2.84 DEPTH*VELOCITY(FT*FT/SEC.) _ .97
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 12.12
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.916
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" C 1.10 .57 .60 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.54
EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fm(INCH/HR) _ .47
AREA -AVERAGED Fp(INCH/HR) _ .78 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 7.14
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE =
8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 12.12
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.916
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 1.20 .98 .60
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.60
EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fm(INCH/HR) _
.51
AREA -AVERAGED Fp(INCH/HR) _ .85 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) =
10.73
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
-----------------------------------------------
UPSTREAM ELEVATION(FEET) = 1466.70 DOWNSTREAM ELEVATION(FEET) = 1465.70
STREET LENGTH(FEET) = 145.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.16
***STREET FLOW SPLITS OVER STREET -CROWN***
FULL DEPTH(FEET) _ .53 FLOOD WIDTH(FEET) = 20.00
FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.82
SPLIT DEPTH(FEET) _ .23 SPLIT FLOOD WIDTH(FEET) = 5.22
SPLIT FLOW(CFS) _ .56 SPLIT VELOCITY(FEET/SEC.) = 1.43
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
NOTE: STREET FLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOW DEPTH(FEET) _ .53
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.48
STREET FLOW TRAVEL TIME(MIN.) _ .86 Tc(MIN.) = 12.98
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.758
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 1.00 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.86
EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) _ .53
AREA -AVERAGED Fp(INCH/HR) _ .88 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 13.10
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .53 HALFSTREET FLOOD WIDTH(FEET) = 20.00
FLOW VELOCITY(FEET/SEC.) = 2.82 DEPTH*VELOCITY(FT*FT/SEC.) = 1.48
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 9.00 IS CODE = 3.1
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1465.70 DOWNSTREAM(FEET) = 1457.20
FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 21.47
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 13.10
PIPE TRAVEL TIME(MIN.) _ .03 Tc(MIN.) = 13.02
****************************************************************************
FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1
----------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
Intensity
Fp(Fm)
Ap
CONFLUENCE VALUES USED FOR INDEPENDENT
STREAM
2 ARE:
(INCH/HR)
TIME OF CONCENTRATION(MIN.) = 13.02
(ACRES)
NODE
RAINFALL INTENSITY(INCH/HR) = 3.75
3.427
.945( .567)
.60
AREA -AVERAGED Fm(INCH/HR) _ .53
4.00
2 38.1 15.77
3.344
AREA -AVERAGED Fp(INCH/HR) _ .88
.60
15.0
.00
AREA -AVERAGED Ap = .60
3.752
.941( .565)
.60
EFFECTIVE STREAM AREA(ACRES) = 4.50
10.00
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
TOTAL STREAM AREA(ACRES) = 4.50
PEAK FLOW RATE(CFS) =
PEAK FLOW RATE(CFS) AT CONFLUENCE =
13.10
13.02
** CONFLUENCE DATA **
EFFECTIVE AREA(ACRES) =
13.40
AREA -AVERAGED
STREAM Q Tc Intensity Fp(Fm)
Ap Ae
SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR)
(ACRES)
NODE
1 26.65 15.77 3.344 .98(
.59)
.60 10.50
.00
1 27.09 15.14 3.427 .98(
.59)
.60 10.35
4.00
2 13.10 13.02 3.752 .88(
.53)
.60 4.50
10.00
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
SOURCE
NUMBER (CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 38.9 15.14
3.427
.945( .567)
.60
14.9
4.00
2 38.1 15.77
3.344
.945( .567)
.60
15.0
.00
3 39.0 13.02
3.752
.941( .565)
.60
13.4
10.00
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
39.05
Tc(MIN.) =
13.02
EFFECTIVE AREA(ACRES) =
13.40
AREA -AVERAGED
Fm(INCH/HR)
_
.56
AREA -AVERAGED Fp(INCH/HR) _ .94
AREA -AVERAGED
Ap
= .60
TOTAL AREA(ACRES) =
15.00
****************************************************************************
FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 13.02
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.752
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 1.40 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.99
EFFECTIVE AREA(ACRES) = 14.80 AREA -AVERAGED Fm(INCH/HR) _ .57
AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 16.40 PEAK FLOW RATE(CFS) = 42.43
END OF STUDY SUMMARY: -
TOTAL AREA(ACRES) - 16.40 TC(MIN.) = 13.02
%ftd EFFECTIVE AREA(ACRES) = 14.80 AREA -AVERAGED Fm(INCH/HR)= .57
AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .60
PEAK FLOW RATE(CFS) = 42.43
** PEAK FLOW RATE TABLE **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
SOURCE
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
42.4
13.02
3.752
.945( .567)
.60
14.8
10.00
2
41.8
15.14
3.427
.947( .568)
.60
16.3
4.00
3
41.0
15.77
3.344
.948( .569)
.60
16.4
.00
END OF
RATIONAL
METHOD ANALYSIS
m
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING, INC.
6101 CHERRY AVENUE
FONTANA, CALIFORNIA 92336
(909) 899 - 5011
************************** DESCRIPTION OF STUDY **************************
* Tract 16723
* Developed Condition
* 25 Year sTorm Event
**************************************************************************
FILE NAME: 16723DEV.DAT
TIME/DATE OF STUDY: 22:23 10/31/2005
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 _ .90
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.2000
*ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD*
****************************************************************************
FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00
ELEVATION DATA: UPSTREAM(FEET) = 1476.70 DOWNSTREAM(FEET) = 1470.10
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.474
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.238
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 1.60 .98 .60 32 11.47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA RUNOFF(CFS) = 3.82
TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 3.82
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6.1
----------------------------------------------------------------------------
»» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1470.10 DOWNSTREAM ELEVATION(FEET) = 1468.20
STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.63
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .45
HALFSTREET FLOOD WIDTH(FEET) = 16.06
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.09
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .93
STREET FLOW TRAVEL TIME(MIN.) = 3.04 TC(MIN.) = 14.51
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.812
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 1.80 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.61
EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED Fm(INCH/HR) _ .58
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 6.82
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .47 HALFSTREET FLOOD WIDTH(FEET) = 17.29
FLOW VELOCITY(FEET/SEC.) = 2.19 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1468.20 DOWNSTREAM(FEET) = 1461.50
FLOW LENGTH(FEET) = 50.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.81
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.82
PIPE TRAVEL TIME(MIN.) _ .05 Tc(MIN.) = 14.56
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 14.56
RAINFALL INTENSITY(INCH/HR) = 2.81
AREA -AVERAGED Fm(INCH/HR) _ .58
AREA -AVERAGED Fp(INCH/HR) _ .98
AREA -AVERAGED Ap = .60
EFFECTIVE STREAM AREA(ACRES) = 3.40
TOTAL STREAM AREA(ACRES) = 3.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.82
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
loom- INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00
-,, ELEVATION DATA: UPSTREAM(FEET) = 1476.70 DOWNSTREAM(FEET) = 1470.10
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.039
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.314
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 1.60 .98 .60 32 11.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA RUNOFF(CFS) = 3.93
TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 3.93
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1470.10 DOWNSTREAM ELEVATION(FEET) = 1468.50
STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
°'m° DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
`140W INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.14
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .40
HALFSTREET FLOOD WIDTH(FEET) = 13.82
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .82
STREET FLOW TRAVEL TIME(MIN.) = 2.28 Tc(MIN.) = 13.32
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.960
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 .20 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) _ .43
EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) _ .59
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 3.93
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 13.53
FLOW VELOCITY(FEET/SEC.) = 2.02 DEPTH*VELOCITY(FT*FT/SEC.) _ .80
FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 8.1
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 13.32
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.960
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 3.10 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 6.63
EFFECTIVE AREA(ACRES) = 4.90 AREA -AVERAGED Fm(INCH/HR) _ .59
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 10.47
****************************************************************************
FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
+MNw► UPSTREAM ELEVATION(FEET) = 1468.50 DOWNSTREAM ELEVATION(FEET) = 1468.20
STREET LENGTH(FEET) = 70.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
`+war+•
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.58
***STREET FLOW SPLITS OVER STREET -CROWN***
FULL DEPTH(FEET) _ .53 FLOOD WIDTH(FEET) = 20.00
FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.22
SPLIT DEPTH(FEET) _ .31 SPLIT FLOOD WIDTH(FEET) = 9.41
SPLIT FLOW(CFS) = 1.43 SPLIT VELOCITY(FEET/SEC.) = 1.42
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
NOTE: STREET FLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOW DEPTH(FEET) _ .53
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.22
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.17
STREET FLOW TRAVEL TIME(MIN.) _ .53 TC(MIN.) = 13.85
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.892
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 .10 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) _ .10 SUBAREA RUNOFF(CFS) _ .21
EFFECTIVE AREA(ACRES) = 5.00 AREA -AVERAGED Fm(INCH/HR) _ .59
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 10.47
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .53 HALFSTREET FLOOD WIDTH(FEET) = 20.00
FLOW VELOCITY(FEET/SEC.) = 2.22 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17
****************************************************************************
FLOW PROCESS FROM NODE 7.00 TO NODE 3.00 IS CODE = 3.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
-------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1468.20 DOWNSTREAM(FEET) = 1461.50
FLOW LENGTH(FEET) = 25.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 22.90
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
*ftpK PIPE-FLOW(CFS) = 10.47
PIPE TRAVEL TIME(MIN.) _ .02 Tc(MIN.) = 13.87
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 13.87
RAINFALL INTENSITY(INCH/HR) = 2.89
AREA -AVERAGED Fm(INCH/HR) _ .59
AREA -AVERAGED Fp(INCH/HR) _ .98
AREA -AVERAGED Ap = .60
EFFECTIVE STREAM AREA(ACRES) = 5.00
TOTAL STREAM AREA(ACRES) = 5.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.47
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.82 14.56 2.806 .98( .59) .60 3.40 .00
2 10.47 13.87 2.890 .98( .59) .60 5.00 4.00
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
SOURCE
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR) (ACRES)
NODE
1
16.9
14.56
2.806
.975( .585) .60 8.4
.00
2
17.2
13.87
2.890
.975( .585) .60 8.2
4.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 17.21 Tc(MIN.) = 13.87
EFFECTIVE AREA(ACRES) = 8.24 AREA -AVERAGED Fm(INCH/HR) _ .59
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 8.40
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 8.00 IS CODE = 3.1
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
---------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1461.50 DOWNSTREAM(FEET) = 1458.10
FLOW LENGTH(FEET) = 420.00 MANNING'S N = .013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.95
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 17.21
PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 14.87
m
****************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE =
8.1
--------------------------------------------------------------
= 2.72
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
.59
MAINLINE Tc(MIN) = 14.87
.98
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.771
SUBAREA LOSS RATE DATA(AMC II):
= 10.34
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 2.10 .98 .60
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 4.13
EFFECTIVE AREA(ACRES) = 10.34 AREA-AVERAGED Fm(INCH/HR) _
.59
AREA-AVERAGED Fp(INCH/HR) = .98 AREA-AVERAGED Ap = .60
TOTAL AREA(ACRES) = 10.50 PEAK FLOW RATE(CFS) =
20.34
****************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
-----------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1458.10 DOWNSTREAM(FEET) = 1457.20
FLOW LENGTH(FEET) = 180.00 MANNING'S N = .013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.6 INCHES
,. PIPE -FLOW VELOCITY(FEET/SEC.) = 5.96
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 20.34
PIPE TRAVEL TIME(MIN.) = .50 Tc(MIN.) = 15.38
****************************************************************************
FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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.)
= 15.38
RAINFALL INTENSITY(INCH/HR)
= 2.72
AREA -AVERAGED Fm(INCH/HR) =
.59
AREA -AVERAGED Fp(INCH/HR) =
.98
AREA -AVERAGED Ap = .60
EFFECTIVE STREAM AREA(ACRES)
= 10.34
TOTAL STREAM AREA(ACRES) =
10.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.34
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 10.50 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
err• >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 340.00
ELEVATION DATA: UPSTREAM(FEET) = 1475.00 DOWNSTREAM(FEET) = 1471.10
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.365
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.441
SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 1.00 .98 .60 32 10.37
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA RUNOFF(CFS) = 2.57
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.57
****************************************************************************
FLOW PROCESS FROM NODE 10.50 TO NODE 11.00 IS CODE = 6.1
--------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1471.10 DOWNSTREAM ELEVATION(FEET) = 1466.70
STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.80
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .32
HALFSTREET FLOOD WIDTH(FEET) = 9.63
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.68
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .85
STREET FLOW TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 12.23
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.116
SUBAREA LOSS RATE DATA(AMC II):
SCS
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
RESIDENTIAL
A 20 .98 .60
32
"3-4 DWELLINGS/ACRE"
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) _ .46
EFFECTIVE AREA(ACRES)1.20 = 1.20 AREA -AVERAGED Fm(INCH/HR) =
A(
58
AREA-AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) _
2.73
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .32 HALFSTREET FLOOD WIDTH(FEET) = 9.56
FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELOCITY(FT*FT/SEC.)
= 84
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 8.1
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « <
MAINLINE Tc(MIN) = 12.23
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.116
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" C 1.10 .57 .60
69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.75
EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fm(INCH/HR) _
.47
AREA -AVERAGED Fp(INCH/HR) _ .78 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) =
5.48
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE =
8.1
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« <
MAINLINE Tc(MIN) = 12.23
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.116
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 1.20 .98 .60
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.73
EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fm(INCH/HR) _
.51
AREA -AVERAGED Fp(INCH/HR) _ .85 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) =
8.21
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6.1
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « <
»»>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1466.70 DOWNSTREAM ELEVATION(FEET) = 1465.70
STREET LENGTH(FEET) = 145.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.29
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .49
HALFSTREET FLOOD WIDTH(FEET) = 18.37
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.66
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.31
STREET FLOW TRAVEL TIME(MIN.) _ .91 Tc(MIN.) = 13.14
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.985
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 1.00 .98 .60
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.16
EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) _
.53
AREA -AVERAGED Fp(INCH/HR) _ .88 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) =
9.96
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .50 HALFSTREET FLOOD WIDTH(FEET) = 18.88
FLOW VELOCITY(FEET/SEC.) = 2.70 DEPTH*VELOCITY(FT*FT/SEC.) =
1.36
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 9.00 IS CODE = 3.1
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)< « <
---------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1465.70 DOWNSTREAM(FEET) = 1457.20
FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.91
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.96
PIPE TRAVEL TIME(MIN.) _ .04 Tc(MIN.) = 13.18
****************************************************************************
FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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.) = 13.18
RAINFALL INTENSITY(INCH/HR) = 2.98
AREA -AVERAGED Fm(INCH/HR) _ .53
AREA -AVERAGED Fp(INCH/HR) _ .88
AREA -AVERAGED Ap = .60
EFFECTIVE STREAM AREA(ACRES) = 4.50
TOTAL STREAM AREA(ACRES) = 4.50
PEAK FLOW
RATE(CFS) AT
CONFLUENCE
= 9.96
Fp(Fm)
Ap
Ae
* * CONFLUENCE
DATA * *
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
RESIDENTIAL
STREAM
Q Tc
Intensity
Fp(Fm)
Ap
Ae
SOURCE
NUMBER
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
28.5
(ACRES)
NODE
1
19.94 16.08
2.645
.98( .59)
.60
10.50
.00
1
20.34 15.38
2.716
.98( .59)
.60
10.34
4.00
2
9.96 13.18
2.979
.88( .53)
.60
4.50
10.00
RAINFALL
INTENSITY AND
TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
Fp(Fm) Ap Ae
SOURCE
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR) (ACRES)
** PEAK FLOW RATE TABLE **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
SOURCE
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
RESIDENTIAL
(ACRES)
NODE
1
29.2
15.38
2.716
.945( .567)
.60
14.8
4.00
2
28.5
16.08
2.645
.945( .567)
.60
15.0
.00
3
29.5
13.18
2.979
.941( .565)
.60
13.4
10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 29.54 TC(MIN.) = 13.18
EFFECTIVE AREA(ACRES) = 13.36 AREA -AVERAGED Fm(INCH/HR) _ .56
AREA -AVERAGED Fp(INCH/HR) _ .94 AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 15.00
****************************************************************************
FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE
----------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 13.18
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.979
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
1.40 .98 .60
32
SUBAREA AVERAGE PERVIOUS LOSS RATE,
Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) = 1.40
SUBAREA RUNOFF(CFS) = 3.02
EFFECTIVE AREA(ACRES) = 14.76
AREA -AVERAGED Fm(INCH/HR) _
.57
AREA -AVERAGED Fp(INCH/HR) _ .94
AREA -AVERAGED Ap = .60
TOTAL AREA(ACRES) = 16.40
PEAK FLOW RATE(CFS) =
32.05
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 16.40
TC(MIN.) = 13.18
EFFECTIVE AREA(ACRES) = 14.76
AREA -AVERAGED Fm(INCH/HR)=
57
AREA -AVERAGED Fp(INCH/HR) _ .94
AREA -AVERAGED Ap = .60
PEAK FLOW RATE(CFS) = 32.05
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity
Fp(Fm) Ap Ae
SOURCE
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR) (ACRES)
NODE
400a.
1 32.0 13.18 2.979
.945( .567) .60 14.8
10.00
2 31.4 15.38 2.716
.947( .568) .60 16.2
4.00
3 30.6 16.08 2.645 .948( .569) .60 16.4 .00
END OF RATIONAL METHOD ANALYSIS
Lim
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = .60
SUBAREA RUNOFF(CFS) = 6.33
TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 6.33
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.10 TC (MIN.) = 12.04
EFFECTIVE AREA(ACRES) = 2.10 AREA -AVERAGED Fm(INCH/HR)= .59
AREA -AVERAGED Fp(INCH/HR) = 98 AREA -AVERAGED Ap = 60
PEAK FLOW RATE(CFS) = 6.33
END OF RATIONAL METHOD ANALYSIS
AOPMW-
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING, INC.
6101 CHERRY AVENUE
FONTANA, CALIFORNIA 92336
(909) 899 - 5011
************************** DESCRIPTION OF STUDY **************************
* Tract 16723
* Line B
* Developed Condition
* 25 Year Storm Event
**************************************************************************
FILE NAME: 16723L2.DAT
TIME/DATE OF STUDY: 14:27 11/ 1/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
.001, USER SPECIFIED STORM EVENT(YEAR) = 25.00
.,,,,00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.2000
*ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD*
****************************************************************************
FLOW PROCESS FROM NODE 7.50 TO NODE 8.50 IS CODE = 2.1
-------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« <
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 440.00
ELEVATION DATA: UPSTREAM(FEET) = 1475.10 DOWNSTREAM(FEET) = 1471.10
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.038
* 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.)
RESIDENTIAL
r "3-4 DWELLINGS/ACRE" A 2.10 .98 .60 32 12.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA RUNOFF(CFS) = 4.84
TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 4.84
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.10 TC(MIN.) = 12.04
EFFECTIVE AREA(ACRES) = 2.10 AREA -AVERAGED Fm(INCH/HR)= .59
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60
PEAK FLOW RATE(CFS) = 4.84
END OF RATIONAL METHOD ANALYSIS
cn
m
Onsite
Rational Methods
Lateral A-2
N
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING, INC.
6101 CHERRY AVENUE
FONTANA, CALIFORNIA 92336
(909) 899 - 5011
************************** DESCRIPTION OF STUDY **************************
* Tract 16723
* Lateral A-2
* Developed Condition
* 100 Year Storm Event
***************************************************************************
FILE NAME: 16723A2.DAT
TIME/DATE OF STUDY: 14: 1 11/ 1/2005
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 _ .90
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5000
*ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD*
****************************************************************************
FLOW PROCESS FROM NODE 11.50 TO NODE 12.50 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00
ELEVATION DATA: UPSTREAM(FEET) = 1469.80 DOWNSTREAM(FEET) = 1465.80
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.494
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.270
SUBAREA Tc AND LOSS RATE DATA(AMC II):
04, DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
14W"' RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 1.40 .98 .60 32 10.49
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = .60
SUBAREA RUNOFF(CFS) = 4.64 4.64
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) _
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.40 TC(MIN.) = 10.49
EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED FM(INCH/HR)= .59
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = 60
PEAK FLOW RATE(CFS) = 4.64
END OF RATIONAL METHOD ANALYSIS
on
H
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING, INC.
6101 CHERRY AVENUE
FONTANA, CALIFORNIA 92336
(909) 899 - 5011
************************** DESCRIPTION OF STUDY **************************
*
* Tract 16723
*
* Lateral A-2
* Developed Condition
*
* 25 Year Storm Event
**************************************************************************
FILE NAME: 16723A2.DAT
TIME/DATE OF STUDY: 14:13 11/ 1/2005
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 _ .90
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.2000
*ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD*
****************************************************************************
FLOW PROCESS FROM NODE 11.50 TO NODE 12.50 IS CODE = 2.1
-----------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00
ELEVATION DATA: UPSTREAM(FEET) = 1469.80 DOWNSTREAM(FEET) = 1465.80
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.494
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.416
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 1.40 .98 .60 32 10.49
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA RUNOFF(CFS) = 3.57
TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 3.57
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.40 TC(MIN.) = 10.49
EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR)= .59
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .60
PEAK FLOW RATE(CFS) = 3.57
END OF RATIONAL METHOD ANALYSIS
Offsite
Rational Methods
Walnut Avenue
m
im
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING, INC.
6101 CHERRY AVENUE
FONTANA, CALIFORNIA 92336
(909) 899 - 5011
************************** DESCRIPTION OF STUDY **************************
*
* Tract 16723 - Offsite Walnut Avenue
* Developed Condition
* 100 Year Storm Event
**************************************************************************
FILE NAME: 16273WAL.DAT
TIME/DATE OF STUDY: 9:49 10/18/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 100.00
A*W- SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5000
*ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD*
****************************************************************************
FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 2.1
-------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA—
INITIAL SUBAREA FLOW-LENGTH(FEET) = 625.00
ELEVATION DATA: UPSTREAM(FEET) = 1470.40 DOWNSTREAM(FEET) = 1464.10
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.012
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.392
SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A .60 .98 .10 32 10.01
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
,, SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 2.32
TOTAL AREA(ACRES) _ .60 PEAK FLOW RATE(CFS) = 2.32
`%Wow
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 8.1
----------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 10.01
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.392
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 .70 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) _ .70 SUBAREA RUNOFF(CFS) = 2.40
EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 36
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .37
TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 4.72
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6.1
----------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
'As`' »»> ( STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1464.10 DOWNSTREAM ELEVATION(FEET) = 1461.90
STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.36
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .47
HALFSTREET FLOOD WIDTH(FEET) = 15.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.08
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 97
STREET FLOW TRAVEL TIME(MIN.) = 3.53 Tc(MIN.) = 13.54
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.664
SUBAREA LOSS RATE DATA(AMC II): pp SCS
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A .40 .98 .10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 1.28
4 EFFECTIVE AREA(ACRES) = 1.70 AREA -AVERAGED Fm(INCH/HR)Sww = 30
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .31
TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 5.15
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .46 HALFSTREET FLOOD WIDTH(FEET) = 15.18
FLOW VELOCITY(FEET/SEC.) = 2.06 DEPTH*VELOCITY(FT*FT/SEC.) _ .95
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1461.90 DOWNSTREAM(FEET) = 1453.80
FLOW LENGTH(FEET) = 46.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.08
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.15
PIPE TRAVEL TIME(MIN.) _ .05 Tc(MIN.) = 13.59
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 625.00
ELEVATION DATA: UPSTREAM(FEET) = 1467.20 DOWNSTREAM(FEET) = 1464.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.465
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.049
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 .60 .98 .10 32 11.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) =
13.59
RAINFALL INTENSITY(INCH/HR) =
3.66
AREA -AVERAGED Fm(INCH/HR) _
.30
AREA -AVERAGED Fp(INCH/HR) _
.97
AREA -AVERAGED Ap = .31
EFFECTIVE STREAM AREA(ACRES)
= 1.70
TOTAL STREAM AREA(ACRES) =
1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.15
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 625.00
ELEVATION DATA: UPSTREAM(FEET) = 1467.20 DOWNSTREAM(FEET) = 1464.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.465
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.049
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 .60 .98 .10 32 11.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 2.13
TOTAL AREA(ACRES) _ .60 PEAK FLOW RATE(CFS) = 2.13
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6.1
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« <<<
>>>>>(STANDARD CURB SECTION USED) « <
UPSTREAM ELEVATION(FEET) = 1464.00 DOWNSTREAM ELEVATION(FEET) = 1461.90
STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.72
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .39
HALFSTREET FLOOD WIDTH(FEET) = 11.74
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.74
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .68
STREET FLOW TRAVEL TIME(MIN.) = 4.22 Tc(MIN.) = 15.69
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.355
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A .40 .98 .10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 1.17
EFFECTIVE AREA(ACRES) = 1.00 AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.93
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .40 HALFSTREET FLOOD WIDTH(FEET) = 12.09
FLOW VELOCITY(FEET/SEC.) = 1.78 DEPTH*VELOCITY(FT*FT/SEC.) _ .71
****************************************************************************
FLOW PROCESS FROM NODE 6.00 TO NODE 3.00 IS CODE = 3.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1461.90 DOWNSTREAM(FEET) = 1453.80
FLOW LENGTH(FEET) = 33.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.32
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.93
PIPE TRAVEL TIME(MIN.) _ .04 Tc(MIN.) = 15.72
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 15.72
RAINFALL INTENSITY(INCH/HR) = 3.35
AREA -AVERAGED Fm(INCH/HR) _ .10
AREA -AVERAGED Fp(INCH/HR) _ .97
AREA -AVERAGED Ap = .10
EFFECTIVE STREAM AREA(ACRES) = 1.00
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.93
** CONFLUENCE DATA **
Q Tc Intensity Fp(Fm) Ap Ae SOURCE
STREAM
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.15 13.59 3.656 .97( .30) .31 1.70
.00
2 2.93 15.72 3.350 .97( .10) .10 1.00
4.00
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
SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 7.9 13.59 3.656 .975( .231) .24 2.6
.00
2 7.6 15.72 3.350 .975( .224) .23 2.7
4.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.92 Tc(MIN.) = 13.59
EFFECTIVE AREA(ACRES) = 2.56 AREA -AVERAGED Fm(INCH/HR)
= 23
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .24
TOTAL AREA(ACRES) = 2.70
END OF STUDY SUMMARY:
2.70 TC(MIN.) = 13.59
TOTAL AREA(ACRES) =
EFFECTIVE AREA(ACRES) = 2.56 AREA -AVERAGED Fm(INCH/HR)=
.23
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .24
PEAK FLOW RATE(CFS) = 7.92
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae
SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 7.9 13.59 3.656 .975( .231) .24 2.6
.00
2 7.6 15.72 3.350 .975( .224) .23 2.7
4.00
�%w✓
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-95 Advanced Engineering Software (aes)
Ver. 5.1A Release Date: 08/01/95 License ID 1400
Analysis prepared by:
ALLARD ENGINEERING, INC.
6101 CHERRY AVENUE
FONTANA, CALIFORNIA 92336
(909) 899 - 5011
************************** DESCRIPTION OF STUDY **************************
*
* Tract 16723 - Offsite Walnut Avenue
* Developed Condition
* 25 Year Storm Event
**************************************************************************
FILE NAME: 16273WAL.DAT
TIME/DATE OF STUDY: 19:30 10/25/2005
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 25.00
A00.1
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
%ftml SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 90
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.2000
*ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD*
****************************************************************************
FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 2.1
------ ---------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 625.00
ELEVATION DATA: UPSTREAM(FEET) = 1470.40 DOWNSTREAM(FEET) = 1464.10
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.012
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.514
SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A .60 .98 .10 32 10.01
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) 10
**no, SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap =
SUBAREA RUNOFF(CFS) = 1.84
TOTAL AREA(ACRES) _ .60 PEAK FLOW RATE(CFS) = 1.84
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 8.1
----------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 10.01
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.514
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 70 .98 .60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60
SUBAREA AREA(ACRES) _ .70 SUBAREA RUNOFF(CFS) = 1.85
EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) _ .36
AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .37
TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.69
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6.1
------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
--------------------
UPSTREAM ELEVATION(FEET) = 1464.10 DOWNSTREAM ELEVATION(FEET) = 1461.90
STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.20
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .44
HALFSTREET FLOOD WIDTH(FEET) = 13.99
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.95
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .86
STREET FLOW TRAVEL TIME(MIN.) = 3.75 Tc(MIN.) = 13.76
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.903
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A .40 .98 .10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = 1.01
EFFECTIVE AREA(ACRES) = 1.70 AREA -AVERAGED Fm(INCH/HR) _ .30
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .31
TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 3.99
r END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .43 HALFSTREET FLOOD WIDTH(FEET) = 13.64
FLOW VELOCITY(FEET/SEC.) = 1.94 DEPTH*VELOCITY(FT*FT/SEC.) _ .84
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1461.90 DOWNSTREAM(FEET) = 1453.80
FLOW LENGTH(FEET) = 46.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.91
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.99
PIPE TRAVEL TIME(MIN.) _ .05 Tc(MIN.) = 13.82
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 13.82
RAINFALL INTENSITY(INCH/HR) = 2.90
AREA -AVERAGED Fm(INCH/HR) _ .30
AREA -AVERAGED Fp(INCH/HR) _ .97
AREA -AVERAGED Ap = .31
EFFECTIVE STREAM AREA(ACRES) = 1.70
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.99
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 2.1
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 625.00
ELEVATION DATA: UPSTREAM(FEET) = 1467.20 DOWNSTREAM(FEET) = 1464.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.465
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.239
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 .60 .98 .10 32 11.46
`►. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA RUNOFF(CFS) = 1.70
TOTAL AREA(ACRES) _ .60 PEAK FLOW RATE(CFS) = 1.70
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6.1
----------------------------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
»»>(STANDARD CURB SECTION USED) ««<
UPSTREAM ELEVATION(FEET) = 1464.00 DOWNSTREAM ELEVATION(FEET) = 1461.90
STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) _ .020
OUTSIDE STREET CROSSFALL(DECIMAL) _ .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.16
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) _ .37
HALFSTREET FLOOD WIDTH(FEET) = 10.54
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.66
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .61
STREET FLOW TRAVEL TIME(MIN.) = 4.42 TC(MIN.) = 15.88
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.664
SUBAREA LOSS RATE DATA ( AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
COMMERCIAL A .40 .98 .10
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10
SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .92
EFFECTIVE AREA(ACRES) = 1.00 AREA -AVERAGED Fm(INCH/HR) _
.10
AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) =
2.31
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) _ .38 HALFSTREET FLOOD WIDTH(FEET) = 10.89
FLOW VELOCITY(FEET/SEC.) = 1.68 DEPTH*VELOCITY(FT*FT/SEC.) _
.63
****************************************************************************
FLOW PROCESS FROM NODE 6.00 TO NODE 3.00 IS CODE = 3.1
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1461.90 DOWNSTREAM(FEET) = 1453.80
FLOW LENGTH(FEET) = 33.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.30
�r.+ ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
m
PIPE-FLOW(CFS) = 2.31
Q Tc
PIPE TRAVEL TIME(MIN.) _ .04 Tc(MIN.) = 15.92
Fp(Fm) Ap Ae
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE
= 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
(INCH/HR) (ACRES)
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
1
TOTAL NUMBER OF STREAMS = 2
2.896
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
.00
TIME OF CONCENTRATION(MIN.) = 15.92
5.9 15.92
RAINFALL INTENSITY(INCH/HR) = 2.66
.975( .224) .23 2.7
AREA -AVERAGED Fm(INCH/HR) _ .10
2.70
AREA -AVERAGED Fp(INCH/HR) _ .97
AREA -AVERAGED Ap = .10
2.57
EFFECTIVE STREAM AREA(ACRES) = 1.00
.23
TOTAL STREAM AREA(ACRES) = 1.00
_ .97
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.31
** CONFLUENCE DATA **
6.17
STREAM Q Tc Intensity Fp(Fm) Ap Ae
SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 3.99 13.82 2.896 .97( .30) .31 1.70
.00
2 2.31 15.92 2.660 .97( .10) .10 1.00
4.00
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
SOURCE
NUMBER
(CFS) (MIN.)
(INCH/HR)
(INCH/HR) (ACRES)
NODE
1
6.2 13.82
2.896
.975( .230) .24 2.6
.00
2
5.9 15.92
2.660
.975( .224) .23 2.7
4.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) =
6.17
Tc(MIN.) = 13.82
EFFECTIVE AREA(ACRES) =
2.57
AREA -AVERAGED Fm(INCH/HR) _
.23
AREA -AVERAGED Fp(INCH/HR) _ .97
AREA -AVERAGED Ap = .24
TOTAL AREA(ACRES) =
2.70
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) =
2.70
TC(MIN.) = 13.82
EFFECTIVE AREA(ACRES) =
2.57
AREA -AVERAGED Fm(INCH/HR)=
.23
AREA -AVERAGED Fp(INCH/HR)
_ .97
AREA -AVERAGED Ap = .24
PEAK FLOW RATE(CFS) =
6.17
** PEAK FLOW RATE TABLE
**
STREAM Q Tc
Intensity
Fp(Fm) Ap Ae
SOURCE
NUMBER (CFS) (MIN.)
(INCH/HR)
(INCH/HR) (ACRES)
NODE
1 6.2 13.82
2.896
.975( .230) .24 2.6
.00
2 5.9 15.92
2.660
.975( .224) .23 2.7
4.00
END OF RATIONAL METHOD
ANALYSIS
10
Street Capacity Calculations
[NJ
Tract 16723
'00" B Street at Catch Basin #1 & #2
`%wl 100 year Storm Event
************************************************************************
****
»»STREETFLOW MODEL INPUT INFORMATION««
--------------------------------------------------
CONSTANT STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 17.70
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
***STREET FLOW SPLITS OVER STREET -CROWN'
FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 20.00
FULL HALF -STREET FLOW(CFS) = 9.88
' FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.40
SPLIT DEPTH(FEET) = 0.49 SPLIT FLOOD WIDTH(FEET) = 17.98
SPLIT FLOW(CFS) = 7.82 SPLIT VELOCITY(FEET/SEC.) = 2.33
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
NOTE: STREET FLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE
ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOW DEPTH(FEET) = 0.53
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40
PRODUCT OF DEPTH&VELOCITY = 1.26
FLOW DEPTH IS BELOW RIGHT OF WAY
fir..
Tract 16723
B Street at Catch Basin #3 & #4
100 Year Storm Event
************************************************************************
****
»»STREETFLOW MODEL INPUT INFORMATION««
CONSTANT STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 22.80
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES
***STREET FLOWING FULL***
STREET FLOW MODEL RESULTS:
---------------------------------------------
NOTE: STREET FLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE
ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.
STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.64
PRODUCT OF DEPTH&VELOCITY = 1.42
FLOW DEPTH IS BELOW RIGHT OF WAY
w
Tract 16723
IC G Street at Catch Basin #5
100 Year Storm Event
************************************************************************
»»STREETFLOW MODEL INPUT INFORMATION««
CONSTANT STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 6.30
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIN 4AL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES
STREET FLOW MODEL RESULTS:
- --------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.38
HALFSTREET FLOOD WIDTH(FEET) = 12.77
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.80
PRODUCT OF DEPTH&VELOCITY = 0.69
FLOW DEPTH IS BELOW TOP OF CURB
25 YEAR ANALYSIS IS UNECESSARY
Tract 16723
B Street at Catch Basin #1 & #2
25 Year Storm Event
************************************************************************
»»STREETFLOW MODEL INPUT INFORMATION««
----------------------------------------------------------------------------
CONSTANT STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 13.60
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.47
HALFSTREET FLOOD WIDTH(FEET) = 17.40
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.16
PRODUCT OF DEPTH&VELOCITY = 1.03
FLOW DEPTH IS BELOW TOP OF CURB
Tract 16723
B Street at Catch Basin #3 & #4
25 Year Storm Event
************************************************************************
»»STREETFLOW MODEL INPUT INFORMATION««
CONSTANT STREET GRADE(FEET/FEET) = 0.005000
CONSTANT STREET FLOW(CFS) = 17.20
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 18.55
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.37
PRODUCT OF DEPTH&VELOCITY = 1.18
FLOW DEPTH IS EQUAL TO TOP OF CURB
Catch Basin Sizing Calculations
Tract 16723
Catch Basin #1
Sizing Calculation
************************************************************************
»»SUMP TYPE BASIN INPUT INFORMATION««
---------------------------------------------------------------------
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 9.88
BASIN OPENING(FEET) = 0.71
DEPTH OF WATER(FEET) = 1.07
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.41
Therefore a 7' catch basin is recommended
14
Tract 16723
Catch Basin #2
Sizing Calculation
************************************************************************
»»SUMP TYPE BASIN INPUT INFORMATION««
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 7.82
BASIN OPENING(FEET) = 0.71
DEPTH OF WATER(FEET) = 1.07
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.70
`-aft- Therefore a 7' catch basin is recommended
Tract 16723
�. Catch Basin #3
Sizing Calculation
************************************************************************
»»SUMP TYPE BASIN INPUT INFORMATION««
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 11.40
BASIN OPENING(FEET) = 0.71
DEPTH OF WATER(FEET) = 1.07
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.93
Therefore a 7' catch basin is recommended
14
Tract 16723
Catch Basin #4
Sizing Calculation
************************************************************************
»»SUMP TYPE BASIN INPUT INFORMATION««
----------------------------------------------------
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 11.40
BASIN OPENING(FEET) = 0.71
DEPTH OF WATER(FEET) = 1.07
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.93
""" Therefore a 7' catch basin is recommended
' Tract 16723
Catch Basin #5
Sizing Calculation
************************************************************************
»»SUMP TYPE BASIN INPUT INFORMATION««
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 6.3
BASIN OPENING(FEET) = 0.71
DEPTH OF WATER(FEET) = 0.82
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.59
Therefore a 7' catch basin is recommended
On
Onsite WSPG
m
T1 Tract 16723
T2 Line A
T3 100 Year Storm Event
SO 1007.7301454.660 1
R 1020.7901455.640 1 .013
0
R 1037.1001456.860 1 .013
0
R 1056.2201456.920 1 .013
0
R 1125.8001457.130 1 .013
0
JX 1132.5401458.130 4 2 2.013
.000
R 1304.7301458.910 4 .013
0
JX 1311.4701458.940 4 2 .013
.000
R 1507.1701459.830 4 .013
0
R 1511.8401459.850 4 .013
1
R 1701.9301460.710 4 .013
0
R 1721.7801460.800 4 .013
0
JX 1726.4501461.300 2 2 .013
5.933
R 1753.1801461.530 2 .013
0
WE 1753.1801461.530 24 .500
SH 1753.1801461.530 2
CD 1 4 1 .000 3.500
CD 2 4 1 .000 2.000
CD 3 4 1 .000 2.000
CD 4 4 1 .000 2.500
CD 5 4 1 .000 1.500
CD 6 4 1 .000 2.000
CD 7 4 1 .000 1.500
CD 8 4 1 .000 2.000
CD 9 2 0 .000 5.500 1
CD 11 4 1 .000 2.000
CD 13 4 1 .000 2.000
CD 15 4 1 .000 3.500
CD 17 4 1 .000 3.500
CD 19 4 1 .000 2.500
CD 21 4 1 .000 2.000
CD 23 4 1 .000 2.000
CD 24 2 0 .000 7.100
Q 11.400 .0
M
0
4.000
1463.020
.000
.000
20.767
.000
24.344
.000
.000
.000
11.940
3.3701458.1301458.130-30.0
30.0
.000
.000
4.310
1459.180
-30.0
.000
.000
.000
.000
.000
.000
25.274
.000
11.400
1461.300
-75.0
34.047
.000
1461.530
.000
.000
.000
.00
.000
.000
.000
.00
.000
.000
.000
.00
.000
.000
.000
.00
.000
.000
.000
.00
.000
.000
.000
.00
.000
.000
.000
.00
.000
.000
.000
.00
.000
.000
.00
.000
.000
.000
.00
.000
.000
.000
.00
.000
.000
.000
.00
.000
.000
.000
.00
.000
.000
.000
.00
.000
.000
.000
.00
.000
.000
.000
.00
7.000
.000
.000
.00
FILE: 167231inea.WSW
W
S P
G W- CIVILDESIGN Version 14.03
PAGE 1
Program
Package
Serial Number: 1382
WATER
SURFACE
PROFILE LISTING
Date: 1-19-2006
Time:
2: 4:57
Tract 16723
Line
A
100 Year Storm Event
Invert
Depth
Water
Q
Vel
Vel I
Energy
I Super
CriticallFlow
ToplHeight/Base Wtj
INo Wth
Station
I Elev
(FT)
Elev
(CFS)
(FPS)
Head I
Grd.El.1
Elev
I Depth I
Width
Dia.-FTlor
I.D.1
ZL
lPrs/Pip
L/Elem
ICh Slope I
I
SF Avel
HF
ISE DpthIFroude
N
Norm Dp
I "NI' I X
-Fall
ZR
IType Ch
1007.730
1454.660
8.360
1463.020
42.42
4.41
.30
1463.32
.00
2.03
.00
3.500
.000
.00
1 .0
13.060
.0750
.0018
.02
8.36
.00
.93
.013
.00
.00
PIPE
1020.790
1455.640
7.403
1463.043
42.42
4.41
.30
1463.35
.00
2.03
.00
3.500
.000
.00
1 .0
16.310
.0748
.0018
.03
.00
.00
.93
.013
.00
.00
PIPE
1037.100
1456.860
6.241
1463.101
42.42
4.41
.30
1463.40
.00
2.03
.00
3.500
.000
.00
1 .0
19.120
.0031
.0018
.03
.00
.00
2.27
.013
.00
.00
PIPE
1056.220
1456.920
6.247
1463.167
42.42
4.41
.30
1463.47
.00
2.03
.00
3.500
.000
.00
1 .0
69.580
.0030
.0018
.12
6.25
.00
2.30
.013
.00
.00
PIPE
1125.800
1457.130
6.160
1463.290
42.42
4.41
.30
1463.59
.00
2.03
.00
3.500
.000
.00
1 .0
JUNCT STR
.1484
.0031
.02
6.16
.00
.013
.00
.00
PIPE
1132.540
1458.130
5.159
1463.289
27.11
5.52
.47
1463.76
.00
1.77
.00
2.500
.000
.00
1 .0
172.190
.0045
.0044
.75
5.16
.00
2.01
.013
.00
.00
PIPE
1304.730
1458.910
5.131
1464.041
27.11
5.52
.47
1464.52
.00
1.77
.00
2.500
.000
.00
1 .0
JUNCT STR
.0044
.0037
.03
5.13
.00
.013
.00
.00
PIPE
1311.470
1458.940
5.371
1464.311
22.80
4.64
.33
1464.65
.00
1.62
.00
2.500
.000
.00
1 .0
195.700
.0045
.0031
.60
5.37
.00
1.73
.013
.00
.00
PIPE
1507.170
1459.830
5.086
1464.916
22.80
4.64
.33
1465.25
.00
1.62
.00
2.500
.000
.00
1 .0
4.670
.0043
.0031
.01
5.09
.00
1.77
.013
.00
.00
PIPE
FILE: 167231inea.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2
Program Package Serial Number: 1382
WATER
SURFACE PROFILE
LISTING
Date: 1-19-2006
Time:
2: 4:57
Tract 16723
Line A
100 Year Storm Event
xxx+x++xx++x++x++x+xx++x+++++x+++x++x+++xxx+xxxxx++x+x+++x++x++xx+++x++x++xx+x+xx++xxxx++x++xxxx+x+++x+xx+++xxxxxx++x+++x+
Invert
Depth water
Q
Vel
Vel I
Energy I
Super
iCriticallFlow ToplHeight/lBase
WtI
xxx++x++
INo Wth
Station
I Elev
(FT) Elev
(CFS) I
(FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
Dia.-FTjor I.D.I
ZL
IPrs/Pip
L/Elem
SCh Slope I
I I
I
SF Avel
HF ISE
DpthIFroude
NINorm
Dp
I --N"
I X -Fall
ZR
IType Ch
xx+xxxxxx�xxxxx+xx+�xx+xx+xxlxx+++x++xxx++xxxxxl+x++xx+�x++++xxlx+xx++xx+�x+xx+xxl+x++xx++x+xx+xx+�xx++xx+�x++x++xl+++xx
�x+++xx+
1511.840
1459.850
5.097 1464.947
22.80
4.64
.33
1465.28
.00
1.62
.00
2.500
.000
.00
1 .0
190.090
.0027
.0031
.59
5.10
.00
2.24
.013
.00
.00
PIPE
1701.930
1460.370
5.165 1465.535
22.80
4.64
.33
1465.87
.00
1.62
.00
2.500
.000
.00
1 .0
19.850
.0217
.0031
.06
.00
.00
1.06
.013
.00
.00
PIPE
1721.780
1460.800
4.831 1465.631
22.80
4.64
.33
1465.97
.00
1.62
.00
2.500
.000
.00
1 .0
JUNCT STR
.1071
.0028
.01
.00
.00
.013
.00
.00
PIPE
1726.450
1461.300
4.760 1466.060
11.40
3.63
.20
1466.26
.00
1.21
.00
2.000
.000
.00
1 .0
26.730
.0086
.0025
.07
.00
.00
1.05
.013
.00
.00
PIPE
1753.180
1461.530
4.623 1466.153
11.40
3.63
.20
1466.36
.00
1.21
.00
2.000
.000
.00
1 .0
WALL ENTRANCE
1753.180
1461.530
4.927 1466.457
11.40
.33
.00
1466.46
.00
.44
7.00
7.100
7.000
.00
0 .0
Tl
Tract 16723
0
T2
Line B
T3
100 Year Storm Event
SO
1003.8301459.180
1
1464.311
R
1009.7301459.280
1
.013
0.000
.000
0
R
1056.8501460.050
1
.013
-60.000
.000
0
R
1326.1801464.480
1
.013
.000
.000
0
R
1340.4701464.710
1
.013
18.194
.000
0
WE
1340.4701464.710
2
.500
SH
1340.4701464.710
2
1464.710
CD
1 4 1 .000
2.000
.000
.000
.000
.00
CD
2 2 0 .000
7.000
7.000
.000
.000
.00
CD
4 4 1 .000
2.000
.000
.000
.000
.00
CD
6 4 1 .000
2.000
.000
.000
.000
.00
CD
8 4 1 .000
2.000
.000
.000
.000
.00
Q
6.300
.0
FILE: 167231ineb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2
Program Package Serial Number: 1382
FILE: 167231ineb.WSW
W S P
G W-
CIVILDESIGN Version
14.03
PAGE
1
Program
Package Serial
Number: 1382
WATER
SURFACE PROFILE LISTING
Date: 2-15-2006
Time:
1:45:10
Tract
16723
Line
B
100 Year
Storm Event
xxxxxxxxxxxxxxxxxxx+++x+++++++++++++++++++xxxx+xxxx++xxxxx+++x+xx+xxxx++xxxxxxxxxxxxxxxxxx+xxxx++++xxxxxxxxxx+x+++xxxxxxxx
xx+++xx+
Invert
Depth
water
Q
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight/
Base WtI
INo Wth
Station
I Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.El.)
Elev
I Depth I
Width
Dia.-FTjor
I.D.1
ZL
IPrs/Pip
L/Elem
SCh Slope I
I
I I
SF Aver
HF ISE
DpthIFroude
NINorm
Dp
I SIN"
I X -Fall
ZR
IType
Ch
xxxxxx+xxlxxxxxxxxxl+xxxxxxxxxx+xxxxxxx+x+xx+++++xxxxxxxxxxxlxxxxxxx+++++xxxxlxxxxxx++�+++++++xlxxxxxx+Ix++x++xlxxxx+
+xxx++x
1003.830
1459.180
5.131
1464.311
6.30
2.01
.06
1464.37
.00
.89
.00
2.000
.000
.00
1
.0
53.020
.0164
.0008
.04
.00
.00
.63
.013
.00
.00
PIPE
1056.850
1460.050
4.313
1464.363
6.30
2.01
.06
1464.43
.00
.89
.00
2.000
.000
.00
1
.0
147.579
.0164
.0008
.11
4.31
.00
.63
.013
.00
.00
PIPE
1204.429
1462.477
2.000
1464.477
6.30
2.01
.06
1464.54
.00
.89
.00
2.000
.000
.00
1
.0
11.359
.0164
.0007
.01
2.00
.00
.63
.013
.00
.00
PIPE
1215.788
1462.664
1.814
1464.478
6.30
2.10
.07
1464.55
.00
.89
1.16
2.000
.000
.00
1
.0
6.423
.0164
.0007
.00
1.81
.23
.63
.013
.00
.00
PIPE
1222.210
1462.770
1.706
1464.476
6.30
2.21
.08
1464.55
.00
.89
1.42
2.000
.000
.00
1
.0
5.128
.0164
.0008
.00
1.71
.27
.63
.013
.00
.00
PIPE
1227.338
1462.854
1.618
1464.472
6.30
2.31
.08
1464.56
.00
.89
1.57
2.000
.000
.00
1
.0
4.464
.0164
.0008
.00
1.62
.31
.63
.013
.00
.00
PIPE
1231.802
1462.927
1.540
1464.468
6.30
2.43
.09
1464.56
.00
.89
1.68
2.000
.000
.00
1
.0
3.921
.0164
.0009
.00
1.54
.34
.63
.013
.00
.00
PIPE
1235.723
1462.992
1.470
1464.462
6.30
2.54
.10
1464.56
.00
.89
1.77
2.000
.000
.00
1
.0
3.500
.0164
.0010
.00
1.47
.38
.63
.013
.00
.00
PIPE
1239.223
1463.050
1.406
1464.456
6.30
2.67
.11
1464.57
.00
.89
1.83
2.000
.000
.00
1
.0
3.201
.0164
.0012
.00
1.41
.41
.63
.013
.00
.00
PIPE
FILE: 167231ineb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2
Program Package Serial Number: 1382
WATER
SURFACE
PROFILE LISTING
Date: 2-15-2006
Time:
1:45:10
Tract 16723
Line B
100 Year
Storm Event
x++x+++xxxxx+x+++x+xxxxxx+xx+++xxxx+xx+x+++xxxxxx+xxx++x++++xxxxxxx+xx++++++xxxxxx++x+xxx+x++++x++x++xxxxxxxxx+++x+++++xxx
+xxxx+++
Invert
Depth Water
Q
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight/lBase
WtI
INo Wth
Station
I Elev
(FT) Elev
(CFS) I
(FPS)
Head I
Grd.El.I
Elev
I Depth I
Width
Dia.-FTIor
I.D.I
ZL
lPrs/Pip
L/Elem
x++++++xxlxxx++++xxlxxx+xx+x+xxxx+x++*+++xxxxx+xxx+x+I+++xx+xlxxxx+++++I+++++xx+x+++x+xlxxx+x+++I+++++xx+xx+x+xx++++
SCh Slope I
I
SF Avel
HF ISE DpthIFroude
NINorm
Dp
I 'IN" I X-Fall
ZR
IType Ch
I+++xxxx
1242.424
1463.102
1.346 1464.448
6.30
2.80
.12
1464.57
.00
.89
1.88
2.000
.000
.00
1
.0
2.828
.0164
.0013
.00
1.35
.45
.63
.013
.00
.00
PIPE
1245.252
1463.149
1.291 1464.440
6.30
2.94
.13
1464.57
.00
.89
1.91
2.000
.000
.00
1
.0
2.578
.0164
.0015
.00
1.29
.49
.63
.013
.00
.00
PIPE
1247.830
1463.191
1.239 1464.430
6.30
3.08
.15
1464.58
.00
.89
1.94
2.000
.000
.00
1
.0
1.291
.0164
.0017
.00
1.24
.53
.63
.013
.00
.00
PIPE
1249.121
1463.212
1.191 1464.403
6.30
3.23
.16
1464.57
.00
.89
1.96
2.000
.000
.00
1
.0
HYDRAULIC
JUMP
1249.121
1463.212
.633 1463.845
6.30
7.38
.85
1464.69
.00
.89
1.86
I
2.000
1
.000
.00
1
1
.0
13.561
.0164
.0163
.22
.63
1.92
.63
.013
.00
.00
PIPE
1262.682
1463.436
.635 1464.071
6.30
7.33
.84
1464.91
.00
.89
1.86
2.000
.000
.00
1
.0
41.034
.0164
.0152
.62
.64
1.90
.63
.013
.00
.00
PIPE
1303.716
1464.111
.658 1464.769
6.30
6.99
.76
1465.53
.00
.89
1.88
2.000
.000
.00
1
.0
14.542
.0164
.0133
.19
.66
1.78
.63
.013
.00
.00
PIPE
1318.258
1464.350
.681 1465.031
6.30
6.67
.69
1465.72
.00
.89
1.90
2.000
.000
.00
1
.0
7.922
.0164
.0116
.09
.68
1.66
.63
.013
.00
.00
PIPE
1326.180
1464.480
.706 1465.186
6.30
6.36
.63
1465.81
.05
.89
1.91
2.000
.000
.00
1
.0
2.608
.0161
.0106
.03
.76
1.56
.64
.013
.00
.00
PIPE
FILE: 167231ineb.WSW
W S P
G W-
CIVILDESIGN Version
14.03
PAGE
3
Program
Package Serial Number:
1382
WATER
SURFACE
PROFILE LISTING
Date: 2-15-2006
Time:
1:45:10
Tract 16723
Line B
100 Year
Storm Event
•***�wtr**,�r++*x*�,s+*�*+**r**��++**x**,t*****vr*�****..+****r*�r«*r,rr«**xrt*r+�rxtxr«*�**r*+*r*r*r*****xw�*rr**«t,t*rt*,rr*r*r•
Invert
Depth
Water
Q
Vel
Vel
Energy
I Super
ICriticallFlow ToplHeight/
Base Wtj
*��****+
INo Wth
Station
I Elev
(FT)
Elev
(CFS) I
(FPS)
Head I
Grd.El.1
Elev
I Depth
I Width
Dia.-FTIor
I.D.1
ZL
IPrs/Pip
L/Elem
SCh Slope I
I
I I
SF Avel
HF
ISE DpthIFroude
NINorm
Dp
I ''N" I
X -Fall]
ZR
IType
Ch
*,trr**+,t.......r.*I.*.r«.*.�x■**.r+*r«r.**rr*+w�*..*I*.*.+**+t+,tt***..I....+.+I*..r.*,t*.,t.,t**r,t
l,tx*r«*�I+**rtt.lr�.xr
Iw.r.+.*
1328.788
1464.522
.716
1465.238
6.30
6.23
.60
1465.84
.05
.89
1.92
2.000
.000
.00
1
.0
4.457
.0161
.0096
.04
.77
1.51
.64
.013
.00
.00
PIPE
1333.245
1464.594
.742
1465.336
6.30
5.94
.55
1465.88
.05
.89
1.93
2.000
.000
.00
1
.0
3.113
.0161
.0085
.03
.79
1.41
.64
.013
.00
.00
PIPE
1336.358
1464.644
.768
1465.412
6.30
5.66
.50
1465.91
.04
.89
1.95
2.000
.000
.00
1
.0
1.988
.0161
.0074
.01
.81
1.32
.64
.013
.00
.00
PIPE
1338.346
1464.676
.796
1465.472
6.30
5.40
.45
1465.92
.04
.89
1.96
2.000
.000
.00
1
.0
1.267
.0161
.0065
.01
.84
1.23
.64
.013
.00
.00
PIPE
1339.613
1464.696
.825
1465.521
6.30
5.15
.41
1465.93
.04
.89
1.97
2.000
.000
.00
1
.0
.713
.0161
.0057
.00
.86
1.15
.64
.013
.00
.00
PIPE
1340.326
1464.708
.855
1465.563
6.30
4.91
.37
1465.94
.03
.89
1.98
2.000
.000
.00
1
.0
.144
.0161
.0050
.00
.89
1.07
.64
.013
.00
.00
PIPE
1340.470
1464.710
.889
1465.599
6.30
4.67
.34
1465.94
.03
.89
1.99
2.000
.000
.00
1
.0
WALL ENTRANCE
1340.470
-I-
1464.710
-I-
1.373
-I-
1466.083
-I-
6.30
-I-
.66
-I-
.01
-I-
1466.09
-I-
.00
-I-
.29
-I-
7.00
-I-
7.000
-I-
7.000
-I-
.00
0
I-
.0
T1
Tract 16723
0
Aw- T2
Lateral A-1
T3
100 Year Storm Event
SO
1004.1801458.130
1
1463.290
R
1024.2301458.460
1
.013
.000 .000
0
R
1050.5501458.900
1
.013
-33.500 .000
0
WE
1050.5501458.900
2
.500
SH
1050.5501458.900
2
1458.900
CD
1 4 1 .000
2.000
.000
.000 .000 .00
CD
2 2 0 .000
7.660
7.000
.000 .000 .00
Q
13.100
.0
FILE: 16723lata.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1
Program Package Serial Number: 1382
WATER SURFACE PROFILE LISTING Date: 1-19-2006 Time: 2:10:15
Tract 16723
Lateral A
100 Year Storm Event
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxx
Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth
Station ( Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip
L/Elem SCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch
xxxxxxxxxlxxxxxxxxxlxxxxxxxxxxxxxxxxxlxxxxxxxxxxxxxxxxlxxxxxxxlxxxxxxxxxlxxxxxxxlxxxxxxxxlxxxxxxxxlxxxxxxxlxxxxxxxlxxxxx Ixxxxxxx
1004.180 1458.130 5.160 1463.290 13.10 4.17 .27 1463.56 .00 1.30 .00 2.000 .000 .00 1 .0
20.050 .0095 .0034 .07 5.16 .00 1.11 .013 .00 .00 PIPE
1024.230 1458.320 5.037 1463.357 13.10 4.17 .27 1463.63 .00 1.30 .00 2.000 .000 .00 1 .0
26.320 .0220 .0034 .09 .00 .00 .87 .013 .00 .00 PIPE
1050.550 1458.900 4.578 1463.479 13.10 4.17 .27 1463.75 .00 1.30 .00 2.000 .000 .00 1 .0
WALL ENTRANCE
1050.550 1458.900 4.983 1463.883 13.10 .26 .00 1463.88 .00 .38 10.00 6.000 10.000 .00 0 .0
T1 Tract 16723 0
�.. T2 Lateral A-2
T3 100 Year Storm Event
SO 1004.1801458.130 1 1463.290
R 1052.1701458.800 1 .013 .000 .000
0
WE 1052.1701458.800 3 .500
SH 1052.1701458.800 3 1458.800
CD 1 4 1 .000 2.000 .000 .000 .000 .00
CD 3 2 0 .000 7.800 7.000 .000 .000 .00
Q 4.600 .0
14
FILE: 16723lata2.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1
Program Package Serial Number: 1382
WATER SURFACE PROFILE LISTING Date: 1-19-2006 Time: 2:59:20
Tract 16723
Lateral A-2
100 Year Storm Event
Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/IBase Wtj INo Wth
Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip
L/Elem SCh Slope I I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch
1004.180 1458.130 5.160 1463.290 4.60 1.46 .03 1463.32 .00 .75 .00 2.000 .000 .00 1 .0
47.990 .0140 .0004 .02 5.16 .00 .56 .013 .00 .00 PIPE
WALL ENTRANCE
I 1 1
1052.170 1458.800 4.510 1463.310 4.60 1.46 .03 1463.34 .00 .75 .00 2.000 .000 .00 0 .0
Tl Tract 16723
T2 Lateral A-3
T3 100 Year Storm Event
SO 1002.0901461.300 1 1466.060
R 1027.1701461.600 1 .013
0
WE 1027.1701461.600 2 .500
SH 1027.1701461.600 2 1461.600
CD 1 4 1 .000 2.000 .000 .000 .000 .00
CD 2 2 0 .000 7.060 7.000 .000 .000 .00
Q 11.400 .0
0
1.t
C
DI Me
FILE: 16723lata3.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1
Program Package Serial Number: 1382
WATER SURFACE PROFILE LISTING Date: 1-19-2006 Time: 2:34: 6
Tract 16723
Lateral A-3
100 Year Storm Event
•r�,t*****w,t+*�*�««,t**r+x****r+*+**t**tr*,t+�t**rr+*****r«*+r++***r*t,t****,r+«r**r,t*tr*,t«*****,r**r+***#t«****r,t *,tom**�***�***«x *rr+*�**t
Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth
Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip
L/Elem SCh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch
•*•r•err,rl««r*wry*xl*t,r+r,rr*I****+,+*«:I**+r«r,t*rI****�+*I+*rrr+tlt*w*rtrr*Ir***tr*I�t+err*rlr**,t***�I,t ,r*r++xl**«*arxltrr+r *«t,t*rr
1002.090 1461.300 4.760 1466.060 11.40 3.63 .20 1466.26 .00 1.21 .00 2.000 .000 .00 1 .0
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1027.170 1461.600 4.524 1466.124 11.40 3.63 .20 1466.33 .00 1.21 .00 2.000 .000 .00 1 .0
WALL ENTRANCE
1027.170 1461.600 4.830 1466.430 11.40 .24 .00 1466.43 .00 .34 10.00 6.000 10.000 .00 0 .0
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FILE: wallata2.WSW
W S P
G W- CIVILDESIGN
Version
14.03
PAGE 1
Program
Package Serial
Number: 1382
WATER
SURFACE
PROFILE LISTING
Date:ll-
2-2005
Time:
4: 1:14
Walnut Avenue
Storm Drain
Lateral A-2
Invert Depth
Water Q
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Energy I
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I I
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1000.000
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e
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0
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1000.0001453.840
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1002.0801453.850
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1048.3901453.990
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2.900
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M
FILE: wallata3.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1
Program Package Serial Number: 1382
WATER SURFACE PROFILE LISTING Date:ll- 2-2005 Time: 4: 3:45
Walnut Avenue Storm Drain
Lateral A-3
Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj (No Wth
Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip
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2.080 .0048 .0002 .00 6.31 .00 .58 .013 .00 .00 PIPE
I 1 1
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SURVEY MONUMENT'S, . MONUMENT 71ES AND BENCNMAW, 81 AU BE DONE
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.STANDARD SPECIFICATIONS FOR PUBLIC .WORKS CONSTRUCTION ("GREEN
THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES AND/OR STRUCTURES
- -BOOK' . ALL REFERENCE SPECIFICATIONS AND STANDARDS SHALL 'BE THE 25. NO OPEN TRENCH SHALL BE ALLOWED AT THE END OF THE DAY
SURVEY MONUMENTS THAT WILL BE DESTROYED- AS A RESULT OF THIS
LATEST MON' UNLESS OTHERWISE NOTED: WIMUT PRIOR APPROVAL OF THE CITY ENGINEER.
TAN
2. WHEN A TECHNICAL CONFLICT IS FOUND: TO EXIST IN THE CONTRACT 26. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL EXPOSE EXISTING
THESE LOCATIONS ARE APPROXIMATE AND SHALL BE CONFIRMED BY THE CONTRACTOR,
DOCUMENTS THAT CAN NOT BE RESOLVED BY REFERENCE TO PRECEDENCE FACILITIES, AND* VERIFY ELEVATION AND -LOCATION OF CONNECTIONS. CITY
THE ENGINEER ONE WEEK PRIOR TO CONSTRUCTION -SO THAT TIES TO
PROVISIONS IN THE IGREEN. BOOK*, THE -CONTRACTOR SHALL IMMEDIATELY APPROVAL OF CONNECTIONS TO EXISTING FACILITIES DOES NOT IMPLY
REMOVE EXISTING RCP
REPORT SAID CONFLICT THE CITY ENGINEER FOR RESOLUTION. CORRECTNESS OF ELEVATIONS OR LOCATIONS SHOWN ON THE PLANS.
-OF THE -PROPOSED IMPROVEMENT. THE CONTRACT(?R IS REQUIRED T13 -TAKE DUE
3. ALL MATERIALS AND METHODS ARE SUBJECT TO THE' APPROVAL OF THE 27• IF EXISTING UTILITIES OR ANY OTHER FACILITIES .CONFLICT WITH THE
{ -
CITY ENGINEER. PROPOSED- IMPROVEMENTS, THE CONTRACTOR SHALL NOTIFY THE ENGINEER
RUN-OFF
AND ALL AFFECTED AGENCIES IMMEDIATELY.
LINES NOT ON RECORD OR NOT SHOWN ON THESE PLANS.
4. ADVANCE CONSTRUCTION SIGNING INDICATING DURATION OF PROJECT
18. THE - CONTRACTOR SHALL MAINTAIN .ACCESS FOR LOCAL RESIDENTS
28, NO CONCRETE SHALL BE PLACED UNTIL THE FORMS AND REINFORCING
SHALL BE IN PLACE :ONE WEEK PRIOR TO IMPLEMENTING DETOURS. �
*M'
,INSTALL 66" RCP (1350-D)
STEEL HAVE PLACED, INSPECTED AND APPROVED.
CONSTRUCTION PRACTICES, HE WILL BE REQUIRED TO ASSUME
-5. CONSTRUCTION --PERMITS SHALL BE -OBTAINED FROM THE CITY OF
MAINTAINED AT ALL TIMES. IN THE CONSTRUCTION AREA FOR RESIDENTS
FONTANA -COMMUNITY DEVELOPMENT DEPARTMENT,. ENGINEERING DIVISION 29. ALL UNDERGROUND UTILITIES SHALL BE INSTALLED, TESTED AND
.
PRIOR TO THE START OF ANY WORK. INSPECTION COORDINATION -SHALL A PRIOR TO PAVING OF STTEEI'S:
OF CONSTRUCTION - OF THE PROJECT, 'INCLUDING THE SAFETY OF ALL PERSONS AND
BE REQUESTED AT LEAST TWO WORKING .DAYS PRIOR. TO THE START OF
PUBLIC UTILITY EASEMENT
ANY 'YORK IN PUBLIC RIGHT-OF-WAY WITHIN* THE C17Y LIMITS. CALL 30. APPROVED SOIL STERILANT IS REQUIRED UNDER ALL NEW ASPHALT
-INSTALL 30" RCP (1350=D)
(909) 350-7610. PAVEMENT PRIOR TO PtACE`ENT.
-NOT BE LIMITED TO NORMAL WORKING HOURS.. CONSTRUCTION -CONTRACTOR FURTHER
6. THE CONTRACTOR SHALL CONFORM TO ALL TRAFFIC CONTROL POLICIES, 31. ALL MANHOLES, CLEANOUT FRAMES, COVERS AND VALVE BOXES SHALL
MEANS OF DUST CONTROL, .INCLUDING ADEQUATE WATERING, AT ALL 7IMES.
METHODS AND PROCEDURES DESCRIBED IN THE STATE OF CALIFORNIA BE RAISED TO FINISHED GRADE BY THE PAVING CONTRACTOR UPON
TOSD
.
MANUAL Or TPAFFIC CONTROLS, LATEST NON -METRIC ED07011 UNLESS COMPLETION OF PAVING.
AND . ALL LIABILITY, REAL OR ALLEGED, i IN CONNECTION WITH THE PERFORMANCE OF
OTHERWISE DIRECTED BY THE CITY TRAFFIC ENGINEER. 32. UPON COMPLETION OF CONSTRUCTION, CONTRACTOR SHALL RESTORE
-
7. 1T SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN ALL SIGNING, STRIPING, BARRICADES, AND OTHER TRAFFIC CONTROL
'THE
CONSTRUCT-VANHOLE PER XP.W.A STANDARD. PLAN 321-1., SEE DETAILS ON SWEET 13
BARRICADES, DELINEATORS OR OTHER TRAFFIC CONTROL DEVICES AT ALL DEVICES TO SATISFACTION OF THE CITY TRAFFIC ENGINEER.
OF THE DESIGN PROFESSIONAL
TIMES.33. AS -BUILT DRAWINGS SHALL BE PROVIDED BY THE CONTRACTOR TO
ADJACENT TO THE RIGHT OF WAY DURING CONSTRUCTION WITHOUT PRIOR
8. THE CONTRACTOR SHALL. OBTAIN A PERMIT TO PERFORM EXCAVATION THE ENGINEER .OF RECORD, WHO SHALL PROVIDE RECORD DRAWINGS TO
TC
OR TRENCH WORK FOR TRENCHES 5 FEET OR GREATER IN DEPTH FROM THE CITY ENGINEER.
CONSTRUCT -JUNCTION STRUCTURE PER A.P.WA. STANDARD PLAN 331-2, SEE DETAILS ON SHEET 106
THE CALIFORNIA STATE DIVISION OF INDUSTRIAL SAFETY. 34. MINIMUM D -LOAD FOR RCP SHALL BE 1350
LATERAL PROFILES
9. THE WALLS AND FACES OF ALL EXCAVATIONS GREATER THAN FIVE (5) 35• THE CONCRETE COATING ON THE INSIDE OF ALL REINFORCED CONCRETE PIPE
'CONSTRUCT TIMNStTON STRUCTURE PER A.P.WA. STANDARD PLAN 340-1, SEE DETAILS ON SHEET 10
FEET IN DEPTH SHALL BE GUARDED BY SHORING, SLOPING OF THE MUST. BE INCREASED TO PROVIDE A MINIMUM OF 1-1/2" OVER THE REINFORCING
GROUND OR OTHER APPROVED MEANS PURSUANT TO THE REQUIREMENTS WHEN THE DESIGN VELOCMES EXCEED 20 FEET PER- SECOND. THE CONCRETE
OF THE CITY INSPECTOR.
OF THE DIVISION OF INDUSTRIAL SAFETY OF THE STATE OF CALIFORNIA. .DESIGN VELOCITIES STRENGTH -IN THESE REACHES SHALL BE Fc=5,000 .PSI FOR
SWR LAT
TRENCHES LESS -THAN FIVE (5) FEET SHALL .ALSO BE GUARDED WHEN VELOCITIES EXCEEDING 20 FEET PER SECOND AND Fc = 6,000 PSI FOR VELOCITIES
:.
THE POTEN17AL FOR GROUND MOVEMENT E1(IM. EXCEEDING 30 FEET PER SECOND.
22. A GEOTECHNICAL ENGINEER SHALL. 'CERTIFY ALL BACKFILL COMPACTION.
10. NO MATERIAL OR EQUIPMENT SHALL BE - STORED IN THE PUBLIC
CONSTRUCT BRICK AND MORTAR -PLUG PER DETAILS ON SHEET 1
RIGHT OF WAY WITHOUT OBTAINING A SEPARATE PERMR FOR THAT aff OF'O( / ( UM NOIRC47 j WT
CENTER UNE
PURPOSE.
OF THAT PORTION OF THE WORK UNTIL THE SPECIFIED DENSITY IS
CITY OF FONTANA S.B.C. INC.8353
11.
11. THE LOCATIONS OF UTILITIES SHOWN HAVE BEEN DETERMINED FROM SIERRA AVENUE 3939 E: CORONADO -STREET
INSTALL 42" RCP (1350-D)
AVAILABLE INFORMATION, HOWEVER, IT SHALL BE THE RESPONSIBILITY OF FOND, CA 92335 ANAHEIM, CA 92807
23. CARE SHOULD BE TAKEN TO PREVENT- GRADES, DITCHES, AND SWAL-ES
THE CONTRACTOR TO DETERMINE, IN THE . FIELD, THE TRUE LOCATION AND (909) 350-6632 (714) 666-5500
INSTALL 72" RCP (1350-D)
THE ELEVATION OF ANY EXISTING UTILITIES, AND TO EXERCISE PROPER
APWA DETAILS
PRECAUTION TO AVOID DAMAGE THERETO. THE CONTRACTOR SHALL SO. CALIF. GAS COMPANY UNDERGROUND SERWCE ALERT
SITE, THE .CITY ENGINEER MAY REQUIRE TEMPORARY NON-ERODEABLE
CONTACT UNDERGROUND SERVICE ALERT AT 1-800-227-2600 TWO 1981 W. LUGONIA AVENUE (860) 422-4133.
PIPE INVERT ELEVATION
WORKING DAYS BEFORE EXCAVATION. REDLANDS, CA 92374
-CONSTRUCT PARKWAY DRAIN JUNCTION STRUCTURE PER -DETAILS ON SHEET -10
(909) 335-7547 COMCAST (CABLE TV)
YAR
12. THE CONTRACTOR SHALL COORDINATE CONSTRUCTION WITH ALL UTILITY EMERGENCIES: (800) 427-2200 1205 DUPONT AVE.
EXISTING OUTLET STRUCTURE
COMPANIES INCLUDING, BUT -NOT LIMITED TO, GAS, TELEPHONE, ELECTRIC, ONTARIO, CA 91761
-rr7
CABLE TELEVISION, .LANDSCAPING, LANDSCAPE IRRIGATION, DOMESTIC WATER, SO. CALIF. EDISON COMPANY (909). 390-4738
LIST OF- TIONS AND LEUND
RECLAIMED WATER, SEWER, STORM DRAIN, FLOOD CONTROL AND CALTRANS. 300 N. PEPPER AVENUE
ALL UTILITY COMPANIES ' SHALL BE GIVEN- TWO -.WORKING DAYS NOTICERIALTa;�Ck�9276- -r �''�:::-.- : VERIZON
EA
CB- CATCH BASIN EACH
PRIOR TO WORK- AROUND THEIR FACILITIES. = 909 "820-5598 -� UNDERGROUND 1400 E.. PHILIPS BLVD.
909 875-5100 - TRANSMISSION ONTARIO, CA s 176+5
Q PEAK DISCHARGE IN CUBIC FEET PER SECOND SF SQUARE FEET
13. -THE CONTRACTOR SHALL NOT OPERATE ANY FIRE HYDRANT OR' 213 637-1233 - PIPELINES (800j 422-4133
T"~ '
WATER MAIN VALVES WITHOUT APPROPRIATE AGENCY AUTHORIZATION. 909 357-6505 - DISTRIBUTION
LF UNEAL FEET
CONTRACTOR SHALL COORDINATE WITH. THE APPROPRIATE WATER COMPANY 800 422-4133 `- FONTANA WATER COMPANY
FOR ° AL.VE -OPERATION AND WATER REQUIREMENTS. ATTN.- MICHAEL J. McGRAW
CFS -CUBIC FEET PER SECOND _ CENTER LINE
AOELPHIA 8440 NUEVO AVENUE
-'
14. STATIONING REFERS TO THE CENTERLINE OF STORM DRAIN EXCEPT 1500 S. AUTO CENTER DRIVE FONTANA CA 92235
V MEAN VELOCITY
SD STORM DRAIN -
WHERE OTHERWISE NOTED. ONTARIO, CA 91761 (909) 822-2201
(.714). 66fi-5500 FAX: (909). 823.-5046
15. ADEQUATE CONSTRUCTION CONTROL STAKES SHALL BE SET BY THE
ENGINEER TO ENABLE THE CONTRACTOR TO CONSTRUCT THE WORK TO CRAWFORD CANYON MUTUAL WATER CO.
- THE PLAN GRADES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR % THE ATIN: BASIL J. 'FABRIZIO
PRESERVATION OF BENCHMARKS AND -CONSTRUCTION CONTROL -STAKING (909) 463-9580
DURING CONSTRUCTION.
16. THE CONTRACTOR SHALL AOT DISTURB EXISTING SURVEY MONUMENTS,
MONUMENT TIES OR BENCHMARKS WITHOUT. PRIOR NOTIFICATION TO THE
CITY ENGINEER:
__� I ,
PROPOSED STORM DRAIN
PER CITY DWG. N0, 3249
YLJ�J 1JIV * � � Yuu JJIU I
TOLL FREE 1-800-227-2600
o A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT
REV. RNSION DESCRIPTION DATE ENGR. CITY DATE
CITY OF FONTANA
WALNUT AVENUE CLP,
PHASE
NORM DRAIN IMPROVEMENT PLANS
WAuvur nvMuF ROM nvUqX TO CM -0 ave
OMWM A-IoM-wawurAvM TO sOM N01" AvovuE
CYPRESS AVENUE FROM WALNUT AVENUE TO SOUTH HIGf1UWD AVENUE
210 FREEWAY
TOP OF -STRUCTURAL
PAVEMENT SUBGRADE
PROVIDE ADEQUATE SHORING
GRANULAR BEDDING FROM SELECTED
TRENCH SIDE MATERIAL (1" MAX SIZE) -
GRANULAR BEDDING FROM SELECTED
TRENCH SIDE MATERIAL FOR PIPE 10'
OR GREATER IN DEPTH. USE 1/2
CRUSHED STONE -BEDDING
SHOULD CONSTRUCTION OF REQUIRED
IMPROVOWENTS NOT CO~CE WITHIN.
TWO YEARS OF THE DATE OF APPROVAL
SHOWN -HEREON AND CARRIED FORTH INA
DILIGENT MANNER, 714E C17Y ENGINEER MAY
REQUIRE REVISIONS TO THE PIANS TO
-BRING THBW INTO CONFORMANCE WITH .
CONDITIONS AND STANDARDS IN EFFECT
STORK DRAIN
PIPE
90?*' COMPACTED
NATIVE -BACKFILL
`6" MAX SIZE
MAX
TRENCH -OffAIL
NIS
N flialLAND AV-MUE
3" MAX. SIZE
NATIVE "SOIL
COMPACTED 9590
INDEX -MAP
SCALE 1"=400'
NOTES:
1. TRENCH WIDTH SHALL BE CONTROLLED
TO TOP OF PIPE ZONE
2. TRENCH DEPTHS OF GREATER THAN 5'
SHALL HAVE ADEQUATE SHORING
3. CLASS Il AGGREGATE BASE ALL TRENCHES
LESS THAN 100 FEET IN LENGTH
NOTE:
COMPACTION SHALL- BE 90% IN ALL ZONES
UNLESS OTHERWISE SPECIFIED. TRENCH STABILITY
SHALL CONFORM TO CAL -OSHA REQUIREMENTS
NOTE
D(CAY/I110N SHALL BE BY OPEN TRENCH UTILIZING SHORING IN ORDER TO ALLOW
FOR A MINIMUM OF ONE OPEN TRAFFIC LANE ADJACENT TO THE EXCAVATION,
WRH THE EXCEPTION OF TWO LANES OF TRAFFIC ON WALNUT AVENUE
BASIS OF BEARING
THE NORTH LINE 'OF THE SOUTHEAST QUARTER OF SECTION 361
TIN, R6W, S.B.M. AS SHOWN ON TRACT , 16568,
MB 300159-62, BEING N 8T59'12"E'
ORIa" BENCHMARK
PREPARED FOR: CITY OF FONTANA BM -361
R:R. SPIKE IN PP NO. 1536697E AT THE -SW CORNER -
CITY OF FONTANA OF BASELINE AVENUE AND SULTANA AVENUE.
8353 SIERRA AVENUE ELEVATION: 1365.01, SINCE DESTROYED
FONTANA, CA 92335 ....
(909} 350-7610 Sf 1`E BENCHMARK
FAX 909 ' SW CORNER, SEC. 31, TIN., R.5W., S.BM.-2" I.P.
( )35.0-661$ WITH BRASS -CAP, C.S.M. AT THE 'INTERSECTION OF
BASEUNE AVENUE AND CITRUS AVENUE.
SKWNAA
FONTANA
17. REMOVAL AND REPLACEMENT OF -EXISTING SURVEY CONTROL, INCLUDINGy
TO CONTRALTOR:
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SURVEY MONUMENT'S, . MONUMENT 71ES AND BENCNMAW, 81 AU BE DONE
WATER MAIN
-COM. RUMON 10M -
BY A REGISTERED CIVIL ENGINEER OR LICENSED LAND SURVEYOR.
THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES AND/OR STRUCTURES
.
SURVEY MONUMENTS THAT WILL BE DESTROYED- AS A RESULT OF THIS
SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS.
TAN
CONSTRUCTION SHALL BE REPLACED. THE CONTRACTOR SHALL NOTIFY
THESE LOCATIONS ARE APPROXIMATE AND SHALL BE CONFIRMED BY THE CONTRACTOR,
1 EA
THE ENGINEER ONE WEEK PRIOR TO CONSTRUCTION -SO THAT TIES TO
SO THAT -ANY NECESSARY ADJUSTMENT CAN BE MADE IN ALIGNMENT AND/OR GRADE
REMOVE EXISTING RCP
MONUMENTS CAN BE ESTABLISHED FOR LATER REPLACEMENT OF THE
-OF THE -PROPOSED IMPROVEMENT. THE CONTRACT(?R IS REQUIRED T13 -TAKE DUE
4
MONUMENT.
PRECAUTIONARY MEASURES TO PROTECT ANY -UTILITY LINES SHOWN AND ANY OTHER
'
RUN-OFF
�5�---
LINES NOT ON RECORD OR NOT SHOWN ON THESE PLANS.
1,200 LF
18. THE - CONTRACTOR SHALL MAINTAIN .ACCESS FOR LOCAL RESIDENTS
CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED
,INSTALL 66" RCP (1350-D)
AND BUSINESSES AT ALL TIMES, A MINIMUM' 12. FOOT LANE SHALT. BE
CONSTRUCTION PRACTICES, HE WILL BE REQUIRED TO ASSUME
7 -
MAINTAINED AT ALL TIMES. IN THE CONSTRUCTION AREA FOR RESIDENTS
SOLE AND :COMPLETE .RESPONSIBILITY FOR .JOB SITE :CONDI'IONS .DURING THE COURSE
.
AND EMERGENCY VEHICLES.
OF CONSTRUCTION - OF THE PROJECT, 'INCLUDING THE SAFETY OF ALL PERSONS AND
1,800 LF
PUBLIC UTILITY EASEMENT
PROPERTY. THIS REQUIREMENT SHALL BE MADE TO APPLY -CONTINUOUSLY AND
-INSTALL 30" RCP (1350=D)
19. THE CONTRACTORS. SHALL PROVIDE .AND MAINTAIN AN -EFT=ECTIVE
-NOT BE LIMITED TO NORMAL WORKING HOURS.. CONSTRUCTION -CONTRACTOR FURTHER
10
MEANS OF DUST CONTROL, .INCLUDING ADEQUATE WATERING, AT ALL 7IMES.
AGREES TO .DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY
TOSD
11
AND . ALL LIABILITY, REAL OR ALLEGED, i IN CONNECTION WITH THE PERFORMANCE OF
14 Sk
20. THE CONTRACTOR SMALL NOT CAUSE ANY 'EXCAVATED MATERIAL, MUD,
WORK ON. THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE
CONSTRUCT-VANHOLE PER XP.W.A STANDARD. PLAN 321-1., SEE DETAILS ON SWEET 13
SILT OR DEBRIS TO BE DEPOSITED ONTO PUBLIC OR PRIVATE .PROPERTY
OF THE DESIGN PROFESSIONAL
13
ADJACENT TO THE RIGHT OF WAY DURING CONSTRUCTION WITHOUT PRIOR
4 FA
TC
WRITTEN APPROVAL.
CONSTRUCT -JUNCTION STRUCTURE PER A.P.WA. STANDARD PLAN 331-2, SEE DETAILS ON SHEET 106
EA
LATERAL PROFILES
LINA :: AND. t
'CONSTRUCT TIMNStTON STRUCTURE PER A.P.WA. STANDARD PLAN 340-1, SEE DETAILS ON SHEET 10
21. NO TRENCH BACKFILL SHAD_ TAKE PLACE WITHOUT PRIOR APPROVAL
i 6
OF THE CITY INSPECTOR.
THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR OR LIABLE
SWR LAT
SEWER LATERAL
FOR, UNAUTHORIZED CHANGES TO -OR USES OF THESE PLANS. ALL CHANGES TO THE
FINISHED SURFACE ELEVATION
22. A GEOTECHNICAL ENGINEER SHALL. 'CERTIFY ALL BACKFILL COMPACTION.
PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS.
CONSTRUCT BRICK AND MORTAR -PLUG PER DETAILS ON SHEET 1
FAILURE TO OBTAIN THE REQUIRED DENSITY SHALL REQUIRE RE -WORKING
CENTER UNE
t8
OF THAT PORTION OF THE WORK UNTIL THE SPECIFIED DENSITY IS
210 LF
11.
OBTAINED.
INSTALL 42" RCP (1350-D)
55 LF
23. CARE SHOULD BE TAKEN TO PREVENT- GRADES, DITCHES, AND SWAL-ES
-=
INSTALL 72" RCP (1350-D)
FROM UNDERMINING -STREET IMPROVEMENTS. UPON INSPECTION OF THE
APWA DETAILS
•
SITE, THE .CITY ENGINEER MAY REQUIRE TEMPORARY NON-ERODEABLE
15 LF
PIPE INVERT ELEVATION
SWALES. ENTERING OR. LEAVING IMPROVEMENTS.
-CONSTRUCT PARKWAY DRAIN JUNCTION STRUCTURE PER -DETAILS ON SHEET -10
YLJ�J 1JIV * � � Yuu JJIU I
TOLL FREE 1-800-227-2600
o A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT
REV. RNSION DESCRIPTION DATE ENGR. CITY DATE
CITY OF FONTANA
WALNUT AVENUE CLP,
PHASE
NORM DRAIN IMPROVEMENT PLANS
WAuvur nvMuF ROM nvUqX TO CM -0 ave
OMWM A-IoM-wawurAvM TO sOM N01" AvovuE
CYPRESS AVENUE FROM WALNUT AVENUE TO SOUTH HIGf1UWD AVENUE
210 FREEWAY
TOP OF -STRUCTURAL
PAVEMENT SUBGRADE
PROVIDE ADEQUATE SHORING
GRANULAR BEDDING FROM SELECTED
TRENCH SIDE MATERIAL (1" MAX SIZE) -
GRANULAR BEDDING FROM SELECTED
TRENCH SIDE MATERIAL FOR PIPE 10'
OR GREATER IN DEPTH. USE 1/2
CRUSHED STONE -BEDDING
SHOULD CONSTRUCTION OF REQUIRED
IMPROVOWENTS NOT CO~CE WITHIN.
TWO YEARS OF THE DATE OF APPROVAL
SHOWN -HEREON AND CARRIED FORTH INA
DILIGENT MANNER, 714E C17Y ENGINEER MAY
REQUIRE REVISIONS TO THE PIANS TO
-BRING THBW INTO CONFORMANCE WITH .
CONDITIONS AND STANDARDS IN EFFECT
STORK DRAIN
PIPE
90?*' COMPACTED
NATIVE -BACKFILL
`6" MAX SIZE
MAX
TRENCH -OffAIL
NIS
N flialLAND AV-MUE
3" MAX. SIZE
NATIVE "SOIL
COMPACTED 9590
INDEX -MAP
SCALE 1"=400'
NOTES:
1. TRENCH WIDTH SHALL BE CONTROLLED
TO TOP OF PIPE ZONE
2. TRENCH DEPTHS OF GREATER THAN 5'
SHALL HAVE ADEQUATE SHORING
3. CLASS Il AGGREGATE BASE ALL TRENCHES
LESS THAN 100 FEET IN LENGTH
NOTE:
COMPACTION SHALL- BE 90% IN ALL ZONES
UNLESS OTHERWISE SPECIFIED. TRENCH STABILITY
SHALL CONFORM TO CAL -OSHA REQUIREMENTS
NOTE
D(CAY/I110N SHALL BE BY OPEN TRENCH UTILIZING SHORING IN ORDER TO ALLOW
FOR A MINIMUM OF ONE OPEN TRAFFIC LANE ADJACENT TO THE EXCAVATION,
WRH THE EXCEPTION OF TWO LANES OF TRAFFIC ON WALNUT AVENUE
BASIS OF BEARING
THE NORTH LINE 'OF THE SOUTHEAST QUARTER OF SECTION 361
TIN, R6W, S.B.M. AS SHOWN ON TRACT , 16568,
MB 300159-62, BEING N 8T59'12"E'
ORIa" BENCHMARK
PREPARED FOR: CITY OF FONTANA BM -361
R:R. SPIKE IN PP NO. 1536697E AT THE -SW CORNER -
CITY OF FONTANA OF BASELINE AVENUE AND SULTANA AVENUE.
8353 SIERRA AVENUE ELEVATION: 1365.01, SINCE DESTROYED
FONTANA, CA 92335 ....
(909} 350-7610 Sf 1`E BENCHMARK
FAX 909 ' SW CORNER, SEC. 31, TIN., R.5W., S.BM.-2" I.P.
( )35.0-661$ WITH BRASS -CAP, C.S.M. AT THE 'INTERSECTION OF
BASEUNE AVENUE AND CITRUS AVENUE.
SKWNAA
FONTANA
DOUBLE COURSE
4" X 8" BRICK
AND MORTAR PLUI
SECi10M B�
em. avu n"rat nuc
nWM FM Au, DMnM
N:TS
Prepared By:
ALLARD ENGINEERING-
Civil
Engineering - band Surveying - Land Planning
8253 Sierra Avemie
Fontana, California 9235
(909) 355-1815. Fax (909) 3554795
wt�►�
David S. Hammer, A.C.E. 43976 Date
(m(gims 6/30/x.5)
LP
VICINITY MAP N%IL PROJECT'
���
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ISS�.O - ATION
WATER MAIN
-COM. RUMON 10M -
QUMMES
.
Socur, REMOVE AND REPLACE EXISTING AC PAVEMENT- PER DETAIL ON SHEET 13
32;100 LF
TAN
2�--
REMOVE BRICK AND MORTAR PLUG AND JOIN EXISTING STORM DRAIN MAIN LINE
1 EA
--
REMOVE EXISTING RCP
100 LF
PI
4
REMOVE EXISTING PARKWAY DRAIN
4EA
RUN-OFF
�5�---
INSIALL 78" RCP (1350-D)
1,200 LF
3.
.(�)_
,INSTALL 66" RCP (1350-D)
1,165 LF
7 -
INSTALL �448'01,150'
RCP (i 350-D) ... .....
LF
.
�-
INSTALL 36" RCP (1350-D) - -- - - --- - -- -
1,800 LF
PUBLIC UTILITY EASEMENT
INDICATES DETAIL SECTION
-INSTALL 30" RCP (1350=D)
400 LF
�p
10
INSTALL 24" RCP (1350-D)
325 LF
TOSD
11
CONSTRUCT MANHOLE PER .A.P.WA. STANDARD PLAN 320-1, SEE DETAILS 'ON SHEET 12
14 Sk
CURVE AND LINE DATA REFERENCE LETTER
12
CONSTRUCT-VANHOLE PER XP.W.A STANDARD. PLAN 321-1., SEE DETAILS ON SWEET 13
3 EA
7.
13
CONSTRUCT MANHOLE PER A:P.W A STANDARD PLAN 322-1, SEE DETAILS ON SHEET 14
4 FA
TC
14
CONSTRUCT -JUNCTION STRUCTURE PER A.P.WA. STANDARD PLAN 331-2, SEE DETAILS ON SHEET 106
EA
LATERAL PROFILES
15
'CONSTRUCT TIMNStTON STRUCTURE PER A.P.WA. STANDARD PLAN 340-1, SEE DETAILS ON SHEET 10
2 EA
i 6
INSTALL CMP RISER PER CALTRANS SID PLAN D93C, TYPE 9 PER DETAILS ON SHEET 11
3FA
SWR LAT
SEWER LATERAL
(MODIFIED FOR 60a RISER)
FINISHED SURFACE ELEVATION
EXIST
17
CONSTRUCT BRICK AND MORTAR -PLUG PER DETAILS ON SHEET 1
2 EA
CENTER UNE
t8
INSTALL 54" RCP (1350-D)
210 LF
11.
19
INSTALL 42" RCP (1350-D)
55 LF
FO
-=
INSTALL 72" RCP (1350-D)
61 LF
APWA DETAILS
21
REMOIVE AND REPAIR EXISTING 61CURB AND GUTTER PER CITY STANDARD DETAIL .NO. 1003
15 LF
PIPE INVERT ELEVATION
22
-CONSTRUCT PARKWAY DRAIN JUNCTION STRUCTURE PER -DETAILS ON SHEET -10
4 FA.. .
YAR
@REMOVE
EXISTING OUTLET STRUCTURE
-rr7
14.
LIST OF- TIONS AND LEUND
BCR
EA
CB- CATCH BASIN EACH
Q PEAK DISCHARGE IN CUBIC FEET PER SECOND SF SQUARE FEET
LF UNEAL FEET
CFS -CUBIC FEET PER SECOND _ CENTER LINE
V MEAN VELOCITY
SD STORM DRAIN -
DOUBLE COURSE
4" X 8" BRICK
AND MORTAR PLUI
SECi10M B�
em. avu n"rat nuc
nWM FM Au, DMnM
N:TS
Prepared By:
ALLARD ENGINEERING-
Civil
Engineering - band Surveying - Land Planning
8253 Sierra Avemie
Fontana, California 9235
(909) 355-1815. Fax (909) 3554795
wt�►�
David S. Hammer, A.C.E. 43976 Date
(m(gims 6/30/x.5)
LP
SHEET INDU
���
�W �� rtun-urr
-W-
WATER MAIN
ECR END CURVE RETURN
HGE
HYDRAULIC- G/i4DE UNE
TAN
TANGENT GRADE
1.
T� SHEEf
-S-
SEWER MAIN
PI
2.
WALNUT AVENUE - CITRUS AY€NUE TO 43+50:00
MAXMAXIMUM
RUN-OFF
R/W
RIM OF WAY
3.
WALNUT AVENUE - 43t50.00 TO 53+50.00
RCP
REINFORCED CONCRETE PIPE
TOS TOP OF SEWER
4.
WALNUT AVENUE - 53+501,00 FU 63+50.00
MIDDLE OF CURVE
HOW BOTTOM OF WATER
PUE
PUBLIC UTILITY EASEMENT
INDICATES DETAIL SECTION
5.
CYPRESS AVENUE -WALNUT AVENUE 7d 76+08.45
�p
�H POINT ELEVATION
- INDICATES CMLINE
TOSD
6.
p"DER AVENUE - WALNUT AVENUE TO 21+00.00
A�
CURVE AND LINE DATA REFERENCE LETTER
GB
GRADE BREAK
7.
OLEANDER AVENUE - 21+00.00 TO SOUTH HIGHLAND AVENUE
TC
TOP OF CURB ELEVATION
- - - - INDICATES EXISTING IMPROVEMENTS
8.
LATERAL PROFILES
f0
CONSTRUCTION NOTE REFERENCE NUMBER
g.
L47ERqL pHpp►LES
SWR LAT
SEWER LATERAL
FS
FINISHED SURFACE ELEVATION
EXIST
10.
APWA DETAILS
CL
CENTER UNE
SAWCUT,
REMOVE AND REPLACE EXISTING AC PAVEMENT
11.
APWA DETAILS
FO
FINISHED GRADE ELEVATION
12.
APWA DETAILS
W
WIDTH
INV
PIPE INVERT ELEVATION
13.
APWA DETAILS
YAR
VARIABLE, VARIES
14.
APWA DETAILS
BCR
BEGIN CURVE RETURN
DOUBLE COURSE
4" X 8" BRICK
AND MORTAR PLUI
SECi10M B�
em. avu n"rat nuc
nWM FM Au, DMnM
N:TS
Prepared By:
ALLARD ENGINEERING-
Civil
Engineering - band Surveying - Land Planning
8253 Sierra Avemie
Fontana, California 9235
(909) 355-1815. Fax (909) 3554795
wt�►�
David S. Hammer, A.C.E. 43976 Date
(m(gims 6/30/x.5)
LP
LOW POINT
{ )
EXISTING ELEVATION/D(ISTING GRADE
ECR END CURVE RETURN
-8t� � BEGIN CURVE
TAN
TANGENT GRADE
.
EC END CURVE
PI
POINT OF INTERSECTION
TG TOP OF GRATE
PRC
POINT OF REVERSE CURVATURE
TOS TOP OF SEWER
AND MOC
MIDDLE OF CURVE
HOW BOTTOM OF WATER
lR PLUG G_G SECTION
INDICATES DETAIL SECTION
- INDICATES CMLINE
TOSD
TOP OF STORM DRAIN
_ _ _ _ INDICATES RIGHTt=OF-WAY LINE ..
BOSD
BOTTOM OF STORM DRAIN
`
- - - - INDICATES EXISTING IMPROVEMENTS
LAT
LATERAL
{tai-- INDICATES EltS71NG CONTOUR UNE
SWR LAT
SEWER LATERAL
�- DIRECTION. OF FLOW
EXIST
EXISTING
SAWCUT,
REMOVE AND REPLACE EXISTING AC PAVEMENT
At
FIRE HYDRANT
--�
STREET LIGHT
�Ro�Ess,o CffY -OF FONTANA, CALIFORNIA.;
S. "A�.�f Fti CAPITAL IMPROVEMENT PROJECT PHASE I
�m DAN SCALE:
NCM -MAG AS NOTED
No. 43976 m STORM DRAIN IMPROVEMENT PLAN
�
Exp. 6/30/05 A DESIGNED BY: DATE:
* * EW � � Tw MARCH, 2005
CHECKED BY: APER BY: � � � DR4WING NO.: �.
FOFCh. �F� DSH
CITY ENGIN R R.C.E 57152 3694 14
FILENAME: M:\dwg\14908\FlNAL DESIGN\STORM DRAIN\PHASE I\WALNUlS67:dw9
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t'
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PAD= 1476.0 PAD= 1475.3 PAD= 1474.6 PAD= 1473.8 PAD= 1473.9 PAD= 1474.2 PAD= 1474.5 PAD=1474.8 PAD= 1475.1
PAD=1476.0 4i in
Iry K;4 32
46 i -ZJ-
.a4PAD= 35 .-<- - I "
PAD= 1476.5
1477.5 PAD= 1476.5
4�°�=4.8CFS2.1 4MPAD=1477.5 U-11 4 -- 1CFS
100,
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WESR PLAN
0 'L
31 r .:f }�r'�•J� -3_� Ly:
50 45
-E V-
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-1476.2 cn
PAD'
m PAD= 1476.9 PAD= 1476.9 cn Q) CON -
Q) 4,
CN m I - - _x ---i LEGEN
r< PAO= 1476.2
L01
:
1476.5 ! ( -; t :e; r'/ }:
FG
1471.1 %tph-
INDICATES DRAINAGE FLOW
1010d=3.4 CFS ^ �, �� .
51 44
16
3-4 QZ6 =2.6 M
30
3-4 3-4 37
PAD= 1476.0 PAD= 1475.6 PAD= 1475.4 PAD= 1475.6
LU
S
L
02 3w ^2, w4Cr
475.0 "T
z; O
INDICATES HYDROLOGY NODE
r 1 L
LJ
2 3 4 co
F
60 61 62 63 64 = f.
PAD= 1473 �9 PAD= 1474.2 PAD= 1474.5 PAD= 1474.8 T'
PAD= 1475.2
PAD= 1476.0 PAD=1476.0 PAD=1475.3 PAD= 1474.6 c r3-4
14 7 4,
1476.3 1476.3 1476.3 1476.3 1475.6 1475.6 1474.9 1474.9 1474.2 1474*1 1474.5 1474.5 1474.8 1474.8 52 43 3 38
"STA J. UNG A
FG FG lb Fi. '%
FG C FG -- 7"G-\ DWELLING UNITS PER ACRE
FG FG FG FG :G FG -F PAD= 1474.3 PAD= 1474. cn PAD= 1474.4
-\ / ' GS co
GB Q 16
3
C'D
LINEAL FEET OF FLOW
•
1469.2 1470.2 1470.2 1470.3 1470.3/ 1470. 1479.6* 14709
1471.1 1471.1
FG ACREAGE (AC)
FG
FG FG FG FG FG FG
GB
G8 G8 G8
-4 G8
39
53 cat
42
QD
No
LINE 13 12 PAD= 1472.7 PAD= 1472.7 PAD= 1473.5
n 29 C) C�
�j PROPO TRACT �9
r1-01 1-1 1 COMMERCIAL
8 7 5 21 2D PAD=1473.2 COW
6 V*
STORM RAIN SYSTEM
IR PAD= 1469.1 PAD= 1468.7 PAD= 1468.8 PAD= 1468.9 PER C DRAWING No. 3977
11 348
Aft LINEAL FEET OF FLOW
56 55
1466.1 59 58 57 D
t J,
1457.2 120 #3 0.1 1 1468.5 to 1470.1
9.0 1 &0 rn� %50 A -R.
0 =42.4 CFS Qiod=13,1 PAD= 1469.8 PAD=1469.9 PAD= 1470.2 PAD=1470.5 PAD= 1470.7 -1 1 CFS
100 / w1ce,
=3z I CFS Qz =10 0 CFS "It
A4 54 Q2j =:3.9 CF 1- 4 ACREAGE (AC)
4 cn
N
14717 28
co PAD= 14733t0.2
cat I PAD= 1471.7
1468.2
QIW=22.8 CFS ;2 102 PAD= 1473.0
1466.7 ILT41,W=13.8 CFS Nt
Q25 =17.2 CFS It ! ;Ji 1 e
-
10 LINE A Qjj =10.5 cm
N
to
0.
25
9
1914 PAD=1469.1
1469.1
�l'
. . . . . . . . . . . . . . . .
1465.8
F Q 100 =4.6 CFS
CFS
JL &I
CH i1rfm
0 1458.1
C
IS
cow
OF
3-4
Qm =3.6
ALLAAD ENGINEERING
Q100=27.1
=20.3 C
:S
10370 TRADEMARK STREET
Civil Engineering Sumying Land Planning
Q25
DEVEI�PED
SCALE.
=50'
350
-Land -
DESIGNED BY:
0.414
440
Sierra AvenueONSDATE-
8253 SiFontana,
10
11
12
13
14
15
PAD= 1468.7
PAD= 1468.6
PAD= 1468.9
PAD= 1469.2
PAD= 1469
PAD=1469.8
2.0
5b;
q
1469.8
W
I I a f
W 1,
147Z
Md 2aY 21 \02 2- W FG
27 i - ---- - f =
PAD -1472.8
z 1,C) -> . ......
EXISTING STORM DRAIN
/
SYSTEM PER CITY
6, '00000;4 147C DRAWING No. 3614
140.2
t8 380 0.7 .1 CFS
2.5
0.6 625 0100
J
Q25 4-8 CFS
26 FG
ca 16 17 18 19 20 21 22 23 24 25 PAD=1472.5 FG 1473.5
PAD= 1470.5
1470.5 1470.5 PAD= 1470.7 PAD= 1470. PAD= 1470.6 PAD=1471.0 PAD=1471.3 PAD= 1471.6 PAD= 1471.9 PAD= 1472.1 PAD=1472.3
1470.4
FG FG
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14623
14. 4.1 1467
LIM i
f I f
LNUT AVEN
1 6-5. 4
14
25 =2.-3-CFS,X
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0.6 625 1465.4 r
x
14631 146k-.4
x
14 4,
1461.3
V
R
X GRAPHIC SCALE
so a 25 w 100 m
t IN FEET
I inch = 50 &
Filename: M:\dwg\15931 \Final Design \hydroIogy\deveIoped.dwg
CITY OF �NTANA, CALIFOR�iIA
PREPARED FOR:
Prepared By:
PJRJ WALNUT INVESTMENTLLC
ALLAAD ENGINEERING
DRAWN BY.
10370 TRADEMARK STREET
Civil Engineering Sumying Land Planning
AE1
DEVEI�PED
SCALE.
=50'
RANCHO CUCAMONGA
-Land -
DESIGNED BY:
CA 91730
Sierra AvenueONSDATE-
8253 SiFontana,
im
rrE
OCTOBER, 2005
TEL (909) 291-7600
FAX (909) 291-7630
Calibmia 92335
(909) 356-1815 Fax (909) 356-1795
MOB Aft
TRACT NO. 161M
CHECKED
CHECKED BY.
I
Filename: M:\dwg\15931 \Final Design \hydroIogy\deveIoped.dwg
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