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HYDROLOGY AND HYDRAULICS REpORT FOR
STORM DRAIN INFRASTRUCTURE IMPROVEMENTS
DE PORTOLA ROAD & CAMPANULA WAY
Prepared For:
Newland Communities
27393 Ynez Road
Temecula, California 92591
Prepared By:
(;']:2Q '7{obert CJJeirt.. William 'Tibst c&c!7lssociates
~a.u-- Professional Engineers, Planners & Surveyors
~ 27555 Ynez Road, Suite 400 Temecula, California 92591
Phone (909) 676-8042 Fax (909) 676-7240
Contact Persons:
John McCarthy, RCE 47583
Allan Jimenez
RBF IN 15-401438
November, 1999
Revised: February 2, 2000
Revised: March 20, 2000
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I TABLE OF CONTENTS
I PAGE NO.
I. INTRODUCTION 1
I II. HYDROLOGY 3
I III. HYDRAULICS 6
I EXHIBITS
I PAGE NO.
I "A" VICINITY MAP 2
"B" SOILS MAP 4
I "e" ULTIMATE CONDITION HYDROLOGY MAP Map Pocket
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APPENDIX
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"A" 100-YEAR HYDROLOGY (RATIONAL METHOD) CALCULATIONS
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"B" STORM DRAIN HYDRAULIC ANALYSIS
I "e" CATCH BASIN CALCULATIONS
I "D" REFERENCES
1. Hydrology Map (RBF 1991, Hydrology & Hydraulic Report, Tract 24136)
2. Hydrology Map (Ranpac 1993, Drainage Study for Line "V"
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I. INTRODUCTION
This report includes the hydrology and hydraulic calculations performed in conjunction with
the final design of storm drain infrastructure improvements for a portion of De Portola Road
and Campanula Way within the City of Temecula. The De Portola Road improvements extend
from east of Margarita Road to Meadows Parkway, and the Campanula Way improvements
extend from De Portola Road to Meadows Parkwy
The storm drain improvements include the installation of Line "vv" - Stage IV within De
Portola Road, and Line "c" within Campanula Way. The proposed improvements start at the
terminus of the Line "vv" - Stage III facility located within De Portola Road. The data
provided in this report was used as the basis for design of the storm drain improvements.
The primary objective of this report is as follows:
1. Delineate the drainage areas tributary to the proposed storm drain extension based
upon the ultimate future adjacent developments.
2. Based on the proposed drainage patterns, ground slope, land use and soil type and,
using the Riverside County Rational Method, perform hydrologic calculations of the
off-site and on-site runoff to determine ultimate condition IOO-year design flows to the
existing downstream drainage facilities for the two alternative drainage conditions.
3. Based on the results of the hydrology calculations, provide hydraulic calculations to
verify the operation of the storm drain facilities and ensure the required flood
protection criteria is maintained.
4. Compare the results of the analysis with previous studies to ensure that the proposed
storm drain facilities and adjacent future development is compatible with the existing
downstream improvements.
Drainage conveyed through Lines "vv" - Stage IV and "c" tie into the proposed extension
of storm drain Line "VV" -Stage III.
As a supplement to this report, the hydrology maps for AD 159, and the ultimate development
of Tract 24136 are included for reference in Appendix D.
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PROJECT SITE
VICINITY MAP
NOT TO SCALE
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II. HYDROLOGY
Hvdrolo!!V Methodology
Hydrologic calculations for the development of ultimate condition discharges for the storm
drain improvements were performed using the Riverside County Rational Method from RCFC
& WCD Hydrology Manual, dated Apri11978. The 100-year design discharge was computed
by generating a hydrologic "link-node" model which divides the area into drainage subareas,
each tributary to a concentration point or hydrologic "node" point determined by the proposed
layout.
The following assumptions/guidelines were applied for use of the Rational Method:
1. The soils map from the Riverside County Hvdrology Manual indicates that the study
area is primarily Group "c" soils, with some Group "B". Soils ratings are based on a
scale of A through D, where D is the least pervious, providing the greatest storm runoff.
The soils map, excerpted from the Hydrolo!!V Manual, is included as Exhibit "B."
2. The runoff coefficients specified are: 114 acre residential lots, condominium and
commercial; to describe the proposed development characteristics. Condominium land
use is used for multi-family development and single family residential lots with
approximately 4,500 square foot lot size to represent a realistic runoff for the proposed
density.
3. Initial subareas were drawn to be less than lO-acres in size and less than 1,000 feet in
length, per County guidelines.
4. Pipe travel times were computed based on preliminary computer-estimated pipe sizes.
A minimum pipe size of 18-inches was specified, and 95 percent of the actual pipe slope
was assumed available for the pipe friction losses.
5. Standard intensity-duration curve data was taken from the County Hydrology Manual
(values apply for Murrieta- Temecula and Rancho California areas), which was used for
the on-site developed and ultimate off-site developed conditions. For the 100-year
analysis, the data specifies a 100-year, lO-minute rainfall intensity of 3. 60 inches/hour
and 100-year, 60-minute rainfall intensity of 1.40 inches/hour. For the 10-year analysis,
the data specifies a 10-year, 10-minute rainfall intensity of 2.36 inches/hour and a 10-
year, 60 minute rainfall intensity of 0.88 inches/hour.
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6. The ultimate condition land uses, drainage patterns, subarea boundaries, and catch
basin capacities for the area north of De Portola Road were taken from the report,
"Hydrology and Hydraulics Report, Paloma Del Sol, Storm Drain for Tract 24136"
prepared by Robert Bein, William Frost & Associates (RBF), dated April 1991.
Summary of Results
The proposed improvements are an extension of the existing Line "VV". Line "vv" is an
existing large diameter storm drain system (varies in size from 72" to 90" RCP) located within
Margarita Road, and turning westerly into Dartolo Road. This system was initially installed
by Assessment District No. 159, and was later extended as part of the Parcel Map No. 28384
improvements, and the proposed Stage III extension. A previous hydrology study was
prepared for the development of Storm Drain Line "vv" by Ranpac Engineering Corporation.
The report is titled, "Rancho Villages Assessment District No. 159, Drainage Study, Hydrology
and Hydraulic Calculations for Line "V", dated February 8, 1993. The study determine the
ultimate condition design discharges for the Line "vv" improvements.
A new hydrology analysis was prepared for the proposed storm drain improvements to reflect
an updated condition of the future offsite development. The watershed boundaries and flow
rates for the areas north of De Portola Road were still taken from the hydrology report
prepared for Tract 24136, similar to the Ranpac Study, however, the areas south of De Portola
Road were modified to reflect the proposed development condition. The hydrology analysis
was coordinated with the updated analysis for the Line "vv" - Stage III extension included in
the report titled, "Hydrology and Hydraulics Report for Line W - Stage Ill, Margarita Road"
prepared by RBF, dated November 1999. The results of the hydrology analysis determined a
peak 100-year flow rate at the downstream limits of the proposed improvements to be 220.5
cfs at the connection to the Line "vv" - Stage III project. This is the same flow rate that was
used for the design of the Line "vv" - Stage III improvements. The analysis also determined
a peak 100-year flow rate of 324.1 cfs at the downstream limits of the Line "vv" - Stage III
improvements. The Ranpac Study had previously calculated a peak flow rate of 341.4 cfs at
this location. Therefore, the proposed improvements and offsite development will not
adversely impact the existing downstream improvements.
Input and output files of the 100-year discharge rational method calculations are included in
Appendix" A." Watershed boundaries, sub-areas, and 100-year discharges at key locations are
illustrated on the Hydrology Map, Exhibit "c."
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III. HYDRAULICS
Storm Drain Hydraulics
The proposed improvements include a 72" RCP (Line "vv" - Stage IV) tying into the
proposed 72" RCP (Line "vv" - Stage III) approximately 250 feet easterly of Margarita Road.
The Line "VV" - Stage IV improvements vary in size from a 72" RCP to a 30" RCP. The Line
"c" improvements in Campanula Way vary in size from a 48" RCP to a 24" RCP.
The computer Program, Haested Methods. Los Angeles County Flood Control District. Water
Surface and Pressure Gradient Hydraulic Analvsis Program No. F0515P 9 (WSPG), was used
to analyze the system. The computer input and output files for the hydraulic analyses are
included in Appendix "B."
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The Hydraulic Grade Line (HGL) elevation for the ultimate condition analysis was established
by taking the HGL from the upstream terminus of the Line "vv" - Stage III improvements
at Station 21 +50.00. The starting HGL elevation of 1063.97 feet was taken from the report
titled, "Hydrology and Hydraulics Report for Line W - Stage III, Margarita Road." The HGL
elevation for Line "c" was taken from the results of the Line "vv" -Stage IV hydraulic
analysis. .
Catch Basin Calculations
Catch basins have been designed to intercept runoff from street flow and the adjacent ultimate
developments. Catch basins are loca~ed in "sump" and "flowby" conditions and are sized to
intercept the 100-year design discharge in accordance with County guidelines. The basins were
sized using the procedures and charts from the Hydraulic Engineering Circular No. 12,
"Drainage of Highway Pavements" prepared by the Federal Highway Administration. Catch
basin calculations are included in Appendix "C."
G:\GRP13\pdata\l5401438\Office\ Wpwin\38RPTO02. WPD
6
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HYDROLOGY AND HYDRAULICS REpORT
STORM DRAIN INFRASTRUCTURE IMPROVEMENTS
DE PORTOLA ROAD AND CAMPANULA WAY
TECHNICAL APPENDIX A
tOO-Year Hydrology Calculations
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****************************************************************************
I
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1264
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Analysis prepared by:
I
Robert Bein, William Frost & Associates
14725 Alton Parkway
Irvine, CA 92618
"""""""""""""""""""".........,............,......,.......................................""......"",
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************************** DESCRIPTION OF STUDY **************************
* PALOMA DEL SOL *
* RBF IN 15-100129 *
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* *
**************************************************************************
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FILE NAME: G:\GRP13\PDATA\15100129\HYDRO\VV3100.DAT
TIME/DATE OF STUDY: 15:14 3/20/2000
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
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USER SPECIFIED STORM EVENT (YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE FOR FRICTION SLOPE = 0.90
10-YEAR STORM 10-MlNUTE INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MlNUTE INTENSITY(INCH/HOUR) = 0.880
100-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) = 3.600
100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 1.400
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5271139
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.4000
SLOPE OF INTENSITY DURATION CURVE = 0.5271
RCFC&WCD HYDROLOGY MANUAL "CO-VALUES USED
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
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****************************************************************************
FLOW PROCESS FROM NODE
606.20 TO NODE
615.00 IS CODE = 21
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>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
;===============================================;;;;;;;;;;;;;;;;;;;;;;;;;;;;
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ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 900.00
UPSTREAM ELEVATION = 1178.00
DOWNSTREAM ELEVATION = 1164.00
ELEVATION DIFFERENCE = 14.00
TC = 0.359*[( 900.00**3)/( 14.00)]**.2 = 12.550
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.194
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8502
SUBAREA RUNOFF(CFS) = 13.85
TOTAL AREA (ACRES) = 5.10 TOTAL RUNOFF(CFS) =
Ff~
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13.85
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\0
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618.00 IS CODE =
****************************************************************************
8
FLOW PROCESS FROM NODE
618.10 TO NODE
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
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100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.194
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8502
SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) 13.85
TOTAL AREA (ACRES) = 10.20 TOTAL RUNOFF(CFS) = 27.70
TC(MIN) = 12.55
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F/b.2-
622.50 IS CODE =
****************************************************************************
6
615.00 TO NODE
FLOW PROCESS FROM NODE
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>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
1144.00
----------------------------------------------------------------------------
----------------------------------------------------------------------------
1163.00
600.00
= 20.00
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
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DOWNSTREAM ELEVATION =
CURB HEIGHT (INCHES) = 6.
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DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 2
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**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 31.85
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.44
HALFSTREET FLOODWIDTH(FEET) = 18.27
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.39
PRODUCT OF DEPTH&VELOCITY = 2.38
STREETFLOW TRAVELTIME(MIN) = 1.86 TC(MIN) = 14.41
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100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.970
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8471
SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 8.30
SUMMED AREA(ACRES) = 13.50 TOTAL RUNOFF(CFS) 36.00
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = 0.46 HALFSTREET FLOODWIDTH(FEET) 19.42
FLOW VELOCITY(FEET/SEC.) = 5.41 DEPTH*VELOCITY = 2.49
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101A'- flo..; 1C.
--- ...J I
/ e flill 13(, 015 J
./?;'C-z. ~-3
"". I )
622.50 TO NODE
622.50 IS CODE =
****************************************************************************
7
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FLOW PROCESS FROM NODE
.1
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
==~~~~:~;~~~;~~~=~~~~~=~~=~~=;~~~~~~~=====================~====;q=;:;~~~=~G~~.~
TC(MIN) = 14.35 RAIN INTENSITY(INCH/HOUR) = 2.98 ~
TOTAL AREA (ACRES) = 13.12 TOTAL RUNOFF (CFS) = 35.00 P, C-IJc-Z,C-3
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FLOW PROCESS FROM NODE
622.50 TO NODE
617.60 IS CODE =
****************************************************************************
3
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,\.
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>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
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DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 15.6
UPSTREAM NODE ELEVATION = 1140.00
DOWNSTREAM NODE ELEVATION = 1117.00
FLOWLENGTH(FEET) = 410.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 35.00
TRAVEL TIME (MIN.) = 0.44 TC (MIN.) = 14.79
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FLOW PROCESS FROM NODE
617.60 IS CODE =
****************************************************************************
1
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617.60 TO NODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
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TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.79
RAINFALL INTENSITY(INCH/HR) = 2.93
TOTAL STREAM AREA (ACRES) = 13.12
PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.00
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617.60 IS CODE = 21
****************************************************************************
FLOW PROCESS FROM NODE
617.30 TO NODE
----------------------------------------------------------------------------
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>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
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ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 900.00
UPSTREAM ELEVATION = 1152.00
DOWNSTREAM ELEVATION = 1122.00
ELEVATION DIFFERENCE = 30.00
TC = 0.359*[( 900.00**3)/( 30.00)J**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) = 6.50
TOTAL AREA(ACRES) = 2.20
6.50
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= 10.776
3.461
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= .8535
TOTAL RUNOFF(CFS) =
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r=/7.~
IZ Z'-/I J ~
~~Je:.EO'IJ'"
$'( 08 c-y
FLOW PROCESS FROM NODE
617.60 IS CODE =
****************************************************************************
3
617.60 TO NODE
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>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
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ESTIMATED PIPE DIAMETER (INCH) .INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 6.6
UPSTREAM NODE ELEVATION = 1119.00
DOWNSTREAM NODE ELEVATION = 1118.00
FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA (CFS) 6.50
TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 10.93
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1
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****************************************************************************
FLOW PROCESS FROM NODE
617.60 TO NODE
617.60 IS CODE =
1
----------------------------------------------------------------------------
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>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
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TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.93
RAINFALL INTENSITY (INCH/HR) = 3.44
TOTAL STREAM AREA(ACRES) = 2.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.50
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** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 35.00
2 6.50
Tc
(MIN.)
14.79
10.93
INTENSITY
( INCH/HOUR)
2.929
3.435
AREA
(ACRE)
13.12
2.20
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*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
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*************************************-*************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
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** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
32.36
40.54
TABLE **
Tc
(MIN.)
10.93
14.79
INTENSITY
(INCH/HOUR)
3.435
2.929
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COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE AS FOLLOWS:
= 40.54 Tc(MIN.) =
15.32
14.79
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****************************************************************************
FLOW PROCESS FROM NODE
617.60 TO NODE
617.00 IS CODE =
3
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>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
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DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 16.9
UPSTREAM NODE ELEVATION = 1119.00
DOWNSTREAM NODE ELEVATION = 1108.00
FLOWLENGTH(FEET) = 170.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 40.54
TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 14.96
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****************************************************************************
FLOW PROCESS FROM NODE
617.00 TO NODE
617.00 IS CODE =
1
I.
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
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\1>
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============================================================================
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.96
RAINFALL INTENSITY (INCH/HR) = 2.91
TOTAL STREAM AREA(ACRES) = 15.32
PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.54
FLOW PROCESS FROM NODE
617.60 IS CODE = 21
****************************************************************************
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617.70 TO NODE
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
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ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 800.00
UPSTREAM ELEVATION = 1152.00
DOWNSTREAM ELEVATION = 1123.00
ELEVATION DIFFERENCE = 29.00
TC = 0.359*[( 800.00**3)/( 29.00)]**.2 = 10.109
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.579
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8548
SUBAREA RUNOFF(CFS) = 10.71
TOTAL AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) =
10.71
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F/7
617.00 IS CODE =
****************************************************************************
6
622.50 TO NODE
FLOW PROCESS FROM NODE
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
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1108.00
----------------------------------------------------------------------------
----------------------------------------------------------------------------
1140.00
600.00
= 20.00
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
DOWNSTREAM ELEVATION =
CURB HEIGHT(INCHES) = 6.
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I
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00
INTERIOR STREET CROSSFALL(DEClMAL) = 0.017
OUTSIDE STREET CROSSFALL(DEClMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
I
**TRAVELTlME COMPUTED USING MEAN FLOW(CFS) 11.44
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.38
HALF STREET FLOODWIDTH(FEET) = 14.80
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.77
PRODUCT OF DEPTH&VELOCITY = 2.21
STREETFLOW TRAVELTIME(MIN) = 1.73 TC(MIN) = 11.84
I
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.293
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8861
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF (CFS) = 1.46
SUMMED AREA(ACRES) = 4.00 TOTAL RUNOFF (CFS) = 12.17
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.38 HALF STREET FLOODWIDTH(FEET) 14.80
FLOW VELOCITY(FEET/SEC.) = 6.14 DEPTH*VELOCITY = 2.35
I
I
I
r//,.7
Ii.- Z";/~
6DV<J 1f~~ /1"-
~'t' CB C-'f)
\b.;,
I
I'
****************************************************************************
I
FLOW PROCESS FROM NODE
617.40 TO NODE
617.00 IS CODE =
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
============================================================================
I
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.6
UPSTREAM NODE ELEVATION = 1106.00
DOWNSTREAM NODE ELEVATION = 1105.00
FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) 21.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 12.17
TRAVEL TIME (MIN.) = 0.13 TC (MIN.) = 11.97
I
****************************************************************************
I
FLOW PROCESS FROM NODE
617.00 TO NODE
617.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
'I
============================================================================
I
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.97
RAINFALL INTENSITY (INCH/HR) = 3.27
TOTAL STREAM AREA(ACRES) = 4.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.17
I
****************************************************************************
FLOW PROCESS FROM NODE
635.00 TO NODE
617.80 IS CODE = 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 150.00
UPSTREAM ELEVATION = 1119.00
DOWNSTREAM ELEVATION = 1106.00
ELEVATION DIFFERENCE = 13.00
TC = 0.303*[( 150.00**3)/( 13.00)]**.2 3.668
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.188
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8907
SUBAREA RUNOFF(CFS) = 1.39
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) =
F /d.. 5
I
I
I
1.39
****************************************************************************
I
FLOW PROCESS FROM NODE
617.80 TO NODE
617.00 IS CODE =
3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
I
============================================================================
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 6.1
UPSTREAM NODE ELEVATION = 1106.00
I
\.s
I
I
I
DOWNSTREAM NODE ELEVATION ;
FLOWLENGTH(FEET); 30.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS) ;
TRAVEL TIME(MIN.); 0.08
1105.00
MANNING'S
; 18.00
1. 39
TC(MIN.)
N ; 0.013
NUMBER OF PIPES ;
1
5.08
I
****************************************************************************
FLOW PROCESS FROM NODE
617.00 TO NODE
617.00 IS CODE;
1
----------------------------------------------------------------------------
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
I
I
TOTAL NUMBER OF STREAMS; 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.); 5.08
RAINFALL INTENSITY (INCH/HR) ; 5.14
TOTAL STREAM AREA(ACRES); 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE; 1.39
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 40.54
2 12.17
3 1.39
Tc
(MIN. )
14.96
11. 97
5.08
INTENSITY
(INCH/HOUR)
2.912
3.274
5.143
AREA
(ACRE)
15.32
4.00
0.30
I
*********************************WARNING**********************************
I
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 20.33 5.08 5.143
2 45.51 11.97 3.274
3 52.15 14.96 2.912
I
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) ;
ESTIMATES ARE AS FOLLOWS:
= 52.15 Tc(MIN.) =
19.62
14.96
I
I
****************************************************************************
FLOW PROCESS FROM NODE
617.00 TO NODE
3.00 IS CODE;
3
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) ; 14.1
UPSTREAM NODE ELEVATION; 1105.00
DOWNSTREAM NODE ELEVATION; 1103.00
FLOWLENGTH(FEET); 80.00 MANNING'S N ; 0.013
ESTIMATED PIPE DIAMETER (INCH) ; 30.00 NUMBER OF PIPES; 1
PIPEFLOW THRU SUBAREA(CFS); 52.15
I
I
~
I
I
TRAVEL TIME(MIN.) =
0.09
TC(MIN.)
15.05
I
****************************************************************************
FLOW PROCESS FROM NODE
3.00 TO NODE
3.00 IS CODE = 10
----------------------------------------------------------------------------
I
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
============================================================================
Tu>....J ~--1 7Z cll~
I
I
****************************************************************************
FLOW PROCESS FROM NODE
622.50 TO NODE
622.50 IS CODE =
7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 14.35 RAIN INTENSITY(INCH/HOUR) = 2.98
TOTAL AREA(ACRES) = 0.38 TOTAL RUNOFF(CFS) =
-r:L Z'l1 3C..
1.00 ~-0It ~'1
CI.3 c;, - z.
I
****************************************************************************
FLOW PROCESS FROM NODE
622.50 TO NODE
622.50 IS CODE =
8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.976
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7492
SUBAREA AREA (ACRES) = 2.00 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) = 2.38 TOTAL RUNOFF(CFS) =
TC(MIN) = 14.35
4.46
5.46
F-~
I
I
****************************************************************************
FLOW PROCESS FROM NODE
622.50 TO NODE
622.00 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1142.00
900.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGHT(INCHES) = 6.
1129.00
I
I
I
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
F&>./
SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1
I
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 8.26
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.42
HALFSTREET FLOODWIDTH(FEET) = 17.11
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17
PRODUCT OF DEPTH&VELOCITY = 1.34
STREETFLOW TRAVELTIME(MIN) = 4.74 TC(MIN) = 19.09
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF
SUBAREA AREA(ACRES) = 2.60
SUMMED AREA(ACRES) = 4.98
2.560
I
I
COEFFICIENT = .8403
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
5.59
11.05
\"\
I
I
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) ; 0.44 HALFSTREET FLOODWIDTH(FEET) ; 18.27
FLOW VELOCITY(FEET/SEC.) ; 3.74 DEPTH*VELOCITY; 1.65
I
****************************************************************************
I
FLOW PROCESS FROM NODE
622.00 TO NODE
622.00 IS CODE;
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
I
TOTAL NUMBER OF STREAMS; 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) ; 19.09
RAINFALL INTENSITY (INCH/HR) ; 2.56
TOTAL STREAM AREA(ACRES); 4.98
PEAK FLOW RATE(CFS) AT CONFLUENCE; 11.05
I
****************************************************************************
FLOW PROCESS FROM NODE
620.50 TO NODE
622.00 IS CODE; 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC ; K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH; 650.00
UPSTREAM ELEVATION; 1136.00
DOWNSTREAM ELEVATION; 1129.00
ELEVATION DIFFERENCE; 7.00
TC; 0.359*[( 650.00**3)/( 7.00)]**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) ;
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) ; 4.76
TOTAL AREA(ACRES) ; 1.70
F72
I
; 11. 859
3.291
I
; .8515
TOTAL RUNOFF(CFS) ;
4.76
I
****************************************************************************
FLOW PROCESS FROM NODE
622.00 TO NODE
622.00 IS CODE;
1
----------------------------------------------------------------------------
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS; 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.); 11.86
RAINFALL INTENSITY(INCH/HR); 3.29
TOTAL STREAM AREA(ACRES); 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE; 4.76
2 ARE:
I
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 11. 05
2 4.76
Tc
(MIN.)
19.09
11.86
INTENSITY
(INCH/HOUR)
2.560
3.291
AREA
(ACRE)
4.98
1. 70
I
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
I
I
\<0
I
I
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
11.63
14.76
TABLE **
Tc
(MIN. )
11.86
19.09
INTENSITY
(INCH/HOUR)
3.291
2.560
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE AS FOLLOWS:
14.76 Tc(MIN.) =
6.68
19.09
I
****************************************************************************
FLOW PROCESS FROM NODE
622.00 TO NODE
622.00 IS CODE =
1
I
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 19.09
RAINFALL INTENSITY(INCH/HR) = 2.56
TOTAL STREAM AREA(ACRES) = 6.68
PEAK FLOW RATE (CFS) AT CONFLUENCE = 14.76
I
I
****************************************************************************
FLOW PROCESS FROM NODE
622.50 TO NODE
622.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 850.00
UPSTREAM ELEVATION = 1143.00
DOWNSTREAM ELEVATION = 1129.00
ELEVATION DIFFERENCE = 14.00
TC = 0.359*(( 850.00**3)/( 14.00)J**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "CO
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) 6.37
TOTAL AREA(ACRES) = 2.30
F~.z.
I
= 12.127
3.252
= .8510
I
TOTAL RUNOFF(CFS) =
6.37
I
****************************************************************************
FLOW PROCESS FROM NODE
622.00 TO NODE
622.00 IS CODE =
1
----------------------------------------------------------------------------
I
>>>>>DESIGNATE INDEPENDENT-STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.13
RAINFALL INTENSITY (INCH/HR) = 3.25
TOTAL STREAM AREA (ACRES) = 2 . 30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.37
I
I
\0..
I
I
I
I
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 14.76
2 6.37
Tc
(MIN. )
19.09
12.13
INTENSITY
( INCHIHOUR)
2.560
3.252
AREA
(ACRE)
6.68
2.30
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
15.74
19.77
TABLE **
Tc
(MIN.)
12.13
19.09
INTENSITY
(INCH/HOUR)
3.252
2.560
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE AS FOLLOWS:
= 19.77 Tc(MIN.) =
8.98
19.09
I
****************************************************************************
FLOW PROCESS FROM NODE
622.00 TO NODE
624.00 IS CODE =
6
I
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1129.00
350.00
= 20.00
DOWNSTREAM ELEVATION = 1119.00
CURB HEIGHT (INCHES) = 6.
I
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
F73
SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF 2
I
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 20.81
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.40
HALFSTREET FLOODWIDTH(FEET) = 15.95
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.55
PRODUCT OF DEPTH&VELOCITY = 1.83
STREETFLOW TRAVELTIME(MIN) = 1.28 TC(MIN) = 20.37
I
I
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.474
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8386
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.07
SUMMED AREA(ACRES) = 9.98 TOTAL RUNOFF(CFS) = 21.85
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.40 HALF STREET FLOODWIDTH(FEET) = 15.95
FLOW VELOCITY(FEET/SEC.) = 4.78 DEPTH*VELOCITY = 1.92
I
I
****************************************************************************
I
1,P
I
I
FLOW PROCESS FROM NODE
624.00 TO NODE
624.00 IS CODE =
1
----------------------------------------------------------------------------
I
>>>>>DESIGNATE INDEP~ENT STREAM FOR CONFLUENCE<<<<<
============================================================================
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 20.37
RAINFALL INTENSITY (INCH/HR) = 2.47
TOTAL STREAM AREA(ACRES) = 9.98
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.85
I
****************************************************************************
FLOW PROCESS FROM NODE
624.50 TO NODE
624.00 IS CODE = 21
I
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1131.00
DOWNSTREAM ELEVATION = 1119.00
ELEVATION DIFFERENCE = 12.00
TC = 0.359*[( 1000.00**3)/( 12.00)]**.2
100 YEAR RAINFALL INTENSITY(INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) = 17.27
TOTAL AREA (ACRES) = 6.70
r:s
I
I
= 13.788
3.039
= .8481
I
TOTAL RUNOFF(CFS) =
17.27
****************************************************************************
I
FLOW PROCESS FROM NODE
624.00 TO NODE
624.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.79
RAINFALL INTENSITY (INCH/HR) = 3.04
TOTAL STREAM AREA(ACRES) = 6.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.27
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 21. 85
2 17.27
Tc
(MIN.)
20.37
13.79
INTENSITY
(INCH/HOUR)
2.474
3.039
AREA
(ACRE)
9.98
6.70
I
*********************************WARNING**********************************
I
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK FLOW RATE TABLE **
I
"V'
I
I
STREAM
NUMBER
1
2
RUNOFF
(CFS)
32.06
35.91
Tc
(MIN. )
13.79
20.37
INTENSITY
(INCH/HOUR)
3.039
2.474
I
I
~~ r;:.-.J '7l> c:&
p..Z .J. r>-3
21.7 ==rO-z
AI. z ==:>-/?- 3
****************************************************************************
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) ~
ESTIMATES ARE
~ 35.91
16.68
AS FOLLOWS:
Tc(MIN.) ~
Ii.. .20/13~
20.37
I
FLOW PROCESS FROM NODE
624.00 TO NODE
624.00 IS CODE ~
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS ~ 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) ~ 20.37
RAINFALL INTENSITY (INCH/HR) ~ 2.47
TOTAL STREAM AREA(ACRES) ~ 16.68
PEAK FLOW RATE(CFS) AT CONFLUENCE ~ 35.91
I
****************************************************************************
FLOW PROCESS FROM NODE
620.50 TO NODE
620.00 IS CODE ~ 21
I
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
TC ~ K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH ~ 1000.00
UPSTREAM ELEVATION ~ 1145.00
DOWNSTREAM ELEVATION ~ 1134.00
ELEVATION DIFFERENCE ~ 11.00
TC ~ 0.709*[( 1000.00**3)/( 11.00)]**.2 ~ 27.708
100 YEAR RAINFALL INTENSITY (INCH/HOUR) ~ 2.104
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT ~ .7005
SUBAREA RUNOFF(CFS) ~ 4.72
TOTAL AREA(ACRES) ~ 3.20 TOTAL RUNOFF(CFS) ~
F=7
I
I
4.72
I
****************************************************************************
FLOW PROCESS FROM NODE
620.00 TO NODE
622.00 IS CODE ~
8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) ~
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF
SUBAREA AREA(ACRES) ~ 2.00
TOTAL AREA (ACRES) ~ 5.20
TC(MIN) ~ 27.71
2.104
I
COEFFICIENT ~ .8302
SUBAREA RUNOFF(CFS) ~
TOTAL RUNOFF(CFS) ~
3.49
8.21
F7/
7C &~J:>G,,:,
f"k.~ vf' ~y
C4 P-/
I
****************************************************************************
FLOW PROCESS FROM NODE
622.00 TO NODE
624.00 IS CODE ~
3
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
~'Z-'
I
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 8.1
UPSTREAM NODE ELEVATION = 1126.00
DOWNSTREAM NODE ELEVATION = 1116.00
FLOWLENGTH(FEET) = 400.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) 8.21
TRAVEL TIME(MIN.) = 0.82 TC(MIN.) = 28.53
I
I
****************************************************************************
FLOW PROCESS FROM NODE
624.00 TO NODE
624.00 IS CODE =
1
I
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 28.53
RAINFALL INTENSITY (INCH/HR) = 2.07
TOTAL STREAM AREA(ACRES) = 5.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.21
I
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 35.91
2 8.21
Tc
(MIN. )
20.37
28.53
INTENSITY
(INCH/HOUR)
2.474
2.071
AREA
(ACRE)
16.68
5.20
I
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
I
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
41. 77
38.27
TABLE **
Tc
(MIN.)
20.37
28.53
INTENSITY
(INCH/HOUR)
2.474
2.071
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 41. 77
21. 88
AS FOLLOWS:
Tc(MIN.) =
20.37
I
****************************************************************************
I
FLOW PROCESS FROM NODE
624.00 TO NODE
626.00 IS CODE =
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
============================================================================
I
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 18.5
UPSTREAM NODE ELEVATION = 1119.00
DOWNSTREAM NODE ELEVATION = 1085.00
I
~'b
I
I
FLOWLENGTH(FEET) = 430.00
ESTIMATED PIPE DIAMETER (INCH)
PIPEFLOW THRU SUBAREA (CFS) =
TRAVEL TIME(MIN.) = 0.39
MANNING'S
= 24.00
41.77
TC(MIN. )
N = 0.015
NUMBER OF PIPES
1
I
20.76
I
****************************************************************************
FLOW PROCESS FROM NODE
622.50 TO NODE
626.00 IS CODE =
8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
I
;;;=========================================================================
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.450
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7232
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF (CFS) =
TOTAL AREA(ACRES) = 26.28 TOTAL RUNOFF(CFS) =
TC(MIN) = 20.76
F1
7.80
49.56
~ z,'IIJ~
r'}.,:.J:i!Z) uf' ~'("
p>-,tJ O,4."J r;:>- i
I
****************************************************************************
FLOW PROCESS FROM NODE
626.00 TO NODE
628.00 IS CODE =
3
I
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
I
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 16.6
UPSTREAM NODE ELEVATION = 1085.00
DOWNSTREAM NODE ELEVATION = 1078.00
FLOWLENGTH(FEET) = 175.00 MANNING'S
ESTIMATED PIPE DIAMETER(INCH) = 27.00
PIPEFLOW THRU SUBAREA (CFS) 49.56
TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 20.93
N = 0.013
NUMBER OF PIPES =
1
I
I
****************************************************************************
FLOW PROCESS FROM NODE
628.00 TO NODE
628.00 IS CODE =
1
I
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 20.93
RAINFALL INTENSITY (INCH/HR) = 2.44
TOTAL STREAM AREA(ACRES) = 26.28
PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.56
I
I
****************************************************************************
FLOW PROCESS FROM NODE
622.50 TO NODE
636.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 850.00
UPSTREAM ELEVATION = 1143.00
DOWNSTREAM ELEVATION = 1111.00
ELEVATION DIFFERENCE = 32.00
TC = 0.359*[( 850.00**3)/( 32.00)J**.2 =
F/o.'
I
10.279
I
~b...
I
I
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.548
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8545
SUBAREA RUNOFF(CFS) = 5.76
TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) =
5.76
I
I
****************************************************************************
FLOW PROCESS FROM NODE
636.00 TO NODE
628.50 IS CODE =
6
----------------------------------------------------------------------------
I
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1111.00
970.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGHT(INCHES) = 6.
1088.00
I
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK
INTERIOR STREET CROSSFALL(DEClMAL) = 0.017
OUTSIDE STREET CROSSFALL(DEClMAL) = 0.017
18.00
r:/o
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
I
**TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = 10.90
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.42
HALF STREET FLOODWIDTH(FEET) = 17.11
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18
PRODUCT OF DEPTH&VELOCITY = 1.76
STREETFLOW TRAVELTIME(MIN) = 3.87 TC(MIN) = 14.15
I
I
: I
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.998
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8475
SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) =
SUMMED AREA(ACRES) = 5.90 TOTAL RUNOFF (CFS) =
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.46 HALFSTREET FLOODWIDTH(FEET) = 19.42
FLOW VELOCITY(FEET/SEC.) = 4.79 DEPTH*VELOCITY = 2.21
10.16
15.93
Ii. Z'/13 (0
Ff<:;Jc.6> ~p $'{
c.~ p-?
****************************************************************************
I
FLOW PROCESS FROM NODE
628.50 TO NODE
628.00 IS CODE =
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 10.6
UPSTREAM NODE ELEVATION = 1084.00
DOWNSTREAM NODE ELEVATION = 1082.00
FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) 15.93
TRAVEL TlME(MIN.) = 0.09 TC(MIN.) 14.24
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE
628.00 TO NODE
628.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
I
1i
I
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS; 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) ; 14.24
RAINFALL INTENSITY (INCH/HR) ; 2.99
TOTAL STREAM AREA(ACRES); 5.90
PEAK FLOW RATE(CFS) AT CONFLUENCE; 15.93
2 ARE:
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 49.56
2 15.93
Tc
(MIN.)
20.93
14.24
INTENSITY
(INCH/HOUR)
2.439
2.988
AREA
(ACRE)
26.28
5.90
I
I
*********************************WARNING**********************************
I
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMuLA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK. FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 49.65 14.24 2.988
2 62.56 20.93 2.439
I
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) ;
ESTIMATES ARE
; 62.56
32.18
AS FOLLOWS:
Tc(MIN.) ;
20.93
I
****************************************************************************
FLOW PROCESS FROM NODE
628.00 TO NODE
629.00 IS CODE;
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) ; 14.5
UPSTREAM NODE ELEVATION; 1082.00
DOWNSTREAM NODE ELEVATION; 1064.30
FLOWLENGTH(FEET); 560.00 MANNING'S
ESTIMATED PIPE DIAMETER (INCH) ; 33.00
PIPEFLOW THRU SUBAREA (CFS) 62.56
TRAVEL TIME (MIN. ); 0.64 TC(MIN.)
N ; 0.015
NUMBER OF PIPES ;
1
I
21.58
I
****************************************************************************
FLOW PROCESS FROM NODE
629.00 TO NODE
629.00 IS CODE;
1
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS; 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 21.58
RAINFALL INTENSITY (INCH/HR) ; 2.40
TOTAL STREAM AREA(ACRES); 32.18
PEAK FLOW RATE(CFS) AT CONFLUENCE; 62.56
I
I
'7Y
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE
629.50 TO NODE
629.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 830.00
UPSTREAM ELEVATION = 1074.00
DOWNSTREAM ELEVATION = 1066.00
ELEVATION DIFFERENCE = 8.00
TC = 0.359*[( 830.00**3)/( 8.00)]**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) = 4.20
TOTAL AREA(ACRES) = 1.60
~/i~
I
13.371
3.089
= .8488
I
TOTAL RUNOFF(CFS) =
4.20
I
****************************************************************************
FLOW PROCESS FROM NODE
630.00 TO NODE
629.00 IS CODE =
8
----------------------------------------------------------------------------
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
100 YEAR RAINFALL INTENSITY(INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF
SUBAREA AREA(ACRES) = 5.90
TOTAL AREA(ACRES) = 7.50
TC(MIN) = 13.37
3.089
r/t,7
COEFFICIENT = .8488
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
15.47
19.66
7;2 ~r13 CP
Pi<-1d!O liP t!'(
c::.i!: p- U,
I
****************************************************************************
FLOW PROCESS FROM NODE
629.00 TO NODE
629.00 IS CODE =
1
I
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) =.13.37
RAINFALL INTENSITY (INCH/HR) = 3.09
TOTAL STREAM AREA(ACRES) = 7.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.66
I
I
** CONFLUENCE DATA
STREAM RUNOFF
NUMBER (CFS)
1 62.56
2 19.66
**
I
Tc
(MIN.)
21. 58
13.37
INTENSITY
(INCH/HOUR)
2.400
3.089
AREA
(ACRE)
32.18
7.50
*********************************WARNING**********************************
I
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
I
"Z-1.
I
I
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
* * PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
58.44
77.84
TABLE **
Tc
(MIN.)
13 .37
21.58
INTENSITY
(INCH/HOUR)
3.089
2.400
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE AS FOLLOWS:
77.84 Tc(MIN.) =
39.68
21. 58
F~v-J 6c,~
~ Z036
!HP/Z01..d6-(
I
****************************************************************************
I
FLOW PROCESS FROM NODE
629.00 TO NODE
11.20 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 8.4
UPSTREAM NODE ELEVATION = 1064.20
DOWNSTREAM NODE ELEVATION = 1064.00
FLOWLENGTH(FEET) = 40.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) = 45.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 77.84
TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 21.66
II
, I
II
****************************************************************************
FLOW PROCESS FROM NODE
11. 20 TO NODE
11.20 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
II
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 21.66
RAINFALL INTENSITY(INCH/HR) = 2.40
TOTAL STREAM AREA (ACRES) = 39 . 68
PEAK FLOW RATE(CFS) AT CONFLUENCE = 77.84
****************************************************************************
FLOW PROCESS FROM NODE
0.00 TO NODE
11.20 IS CODE = 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2
INITIAL SUBAREA FLOW-LENGTH = 340.00
UPSTREAM ELEVATION = 1068.00
DOWNSTREAM ELEVATION = 1066.00
ELEVATION DIFFERENCE = 2.00
TC = 0.303*[( 340.00**3)/( 2.00)]**.2 8.715
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.871
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879
SUBAREA RUNOFF(CFS) 1.37
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) =
0-7
I
I
1.37
I
I
~.
I
I
****************************************************************************
I
FLOW PROCESS FROM NODE
11. 20 TO NODE
11. 20 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = B.71
RAINFALL INTENSITY (INCH/HR) = 3.B7
TOTAL STREAM AREA (ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.37
I
** CONFLUENCE DATA
STREAM RUNOFF
NUMBER (CFS)
1 77. B4
2 1.37
**
I
Tc
(MIN. )
21. 66
B.71
INTENSITY
(INCH/HOUR)
2.396
3.871
AREA
(ACRE)
39.68
0.40
*********************************WARNING**********************************
I
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 32.70 B.71 3.871
2 78.69 21. 66 2.396
I
I
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE AS FOLLOWS:
; 78.69 Tc(MIN.);
40.0B
21. 66
I
****************************************************************************
I
FLOW PROCESS FROM NODE
11.20 TO NODE
11.00 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.5
UPSTREAM NODE ELEVATION = 1064.00
DOWNSTREAM NODE ELEVATION = 1063.BO
FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) 7B.69
TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 21.71
I
I
****************************************************************************
FLOW PROCESS FROM NODE
11.00 TO NODE
11.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
<J-,o...
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE
1. 00 TO NODE
1.00 IS CODE =
7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
~~
2:'/18'/
1Itt)~t...t:iqy
****************************************************************************
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 12.74 RAIN INTENSITY(INCH/HOUR) = 3.17
TOTAL AREA(ACRES) = 13.00 TOTAL RUNOFF(CFS) =
35.26
FLOW PROCESS FROM NODE
1.00 TO NODE
2.00 IS CODE =
3
I
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 15.6
UPSTREAM NODE ELEVATION = 1139.60
DOWNSTREAM NODE ELEVATION = 1112.00
FLOWLENGTH(FEET) = 650.00 MANNING'S
ESTIMATED PIPE DIAMETER (INCH) = 24.00
PIPEFLOW THRU SUBAREA(CFS) = 35.26
TRAVEL TIME (MIN.) = 0.69 TC (MIN. )
N = 0.013
NUMBER OF PIPES =
1
I
I
13 .43
****************************************************************************
I
FLOW PROCESS FROM NODE
2.00 TO NODE
2.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.43
RAINFALL INTENSITY (INCH/HR) = 3.08
TOTAL STREAM AREA(ACRES) = 13.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.26
I
I
****************************************************************************
FLOW PROCESS FROM NODE
1.00 TO NODE
2.10 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1140.00
DOWNSTREAM ELEVATION = 1113.00
ELEVATION DIFFERENCE = 27.00
TC = 0.303*[( 700.00**3)/( 27.00)]**.2 = 7.987
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.053
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8884
SUBAREA RUNOFF(CFS) = 5.76
TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) =
p-/
I
I
5.76
I
I
?:P
I
I
****************************************************************************
FLOW PROCESS FROM NODE
2.10 TO NODE
2.00 IS CODE;
3
I
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.); 10.6
UPSTREAM NODE ELEVATION; 1113.00
DOWNSTREAM NODE ELEVATION; 1112.00
FLOWLENGTH(FEET); 20.00 MANNING'S N ; 0.013
ESTIMATED PIPE DIAMETER (INCH) ; 18.00 NUMBER OF PIPES;
PIPEFLOW THRU SUBAREA (CFS) ; 5.76
TRAVEL TIME(MIN.); 0.03 TC(MIN.); 8.02
1
I
I
****************************************************************************
I
FLOW PROCESS FROM NODE
2.00 TO NODE
2.00 IS CODE;
1
----------------------------------------------------------------------------
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS; 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.); 8.02
RAINFALL INTENSITY (INCH/HR) ; 4.04
TOTAL STREAM AREA(ACRES); 1.60
PEAK FLOW RATE(CFS) AT CONFLUENCE; 5.76
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 35.26
2 5.76
Tc
(MIN.)
13 .43
8.02
INTENSITY
( INCH/HOUR)
3.081
4.044
AREA
(ACRE)
13.00
1. 60
I
I
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
26.81
39.65
TABLE **
Tc
(MIN. )
8.02
13.43
INTENSITY
(INCH/HOUR)
4.044
3.081
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
39.65
14.60
AS FOLLOWS:
Tc (MIN.) ;
13.43
I
I
****************************************************************************
FLOW PROCESS FROM NODE
2.00 TO NODE
3.00 IS CODE;
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
?\
I
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 17.5
UPSTREAM NODE ELEVATION = 1112.00
DOWNSTREAM NODE ELEVATION = 1108.00
FLOWLENGTH(FEET) = 75.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 39.65
TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 13.50
I
I
****************************************************************************
FLOW PROCESS FROM NODE
3.00 TO NODE
3.00 IS CODE = 11
----------------------------------------------------------------------------
I
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
** MAIN
STREAM
NUMBER
1
STREAM CONFLUENCE DATA * *
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
39.65 13.50 3.073
AREA
(ACRE)
14.60
I
** MEMORY
STREAM
NUMBER
1
BANK #
RUNOFF
(CFS)
52.15
1 CONFLUENCE DATA **
Tc INTENSITY
(MIN.) (INCH/HOUR)
15.05 2.902
AREA
(ACRE)
19.62
I
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
I
**************************************************************************
I
* * PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 86.44 13 .50 3.073
2 89.59 15.05 2.902
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 89.59
34.22
AS FOLLOWS:
Tc (MIN.) =
15.05
I
****************************************************************************
I
FLOW PROCESS FROM NODE
3.00 TO NODE
3.00 IS CODE = 12
----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK # 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
****************************************************************************
FLOW PROCESS FROM NODE
3.00 TO NODE
4.00 IS CODE =
3
I
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 20.5
UPSTREAM NODE ELEVATION = 1108.00
DOWNSTREAM NODE ELEVATION = 1082.00
I
,,?'2-"
I
I
FLOWLENGTH(FEET) = 550.00
ESTIMATED PIPE DIAMETER (INCH)
PIPEFLOW THRU SUBAREA (CFS)
TRAVEL TlME(MIN.) = 0.45
MANNING'S
= 33.00
89.59
TC(MIN.) =
N = 0.013
NUMBER OF PIPES =
1
I
15.50.
I
****************************************************************************
FLOW PROCESS FROM NODE
4.00 TO NODE
4.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.50
RAINFALL INTENSITY (INCH/HR) = 2.86
TOTAL STREAM AREA(ACRES) = 34.22
PEAK FLOW RATE(CFS) AT CONFLUENCE = 89.59
I
****************************************************************************
FLOW PROCESS FROM NODE
4.10 TO NODE
4.20 IS CODE = 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 730.00
UPSTREAM ELEVATION = 1140.00
DOWNSTREAM ELEVATION = 1110.00
ELEVATION DIFFERENCE = 30.00
TC = 0.303*[( 730.00**3)/( 30.00)J**.2 8.020
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.044
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8884
SUBAREA RUNOFF(CFS) = 3.95
TOTAL AREA (ACRES) = 1.10 TOTAL RUNOFF(CFS)
P-3
I
I
3.95
I
****************************************************************************
FLOW PROCESS FROM NODE
4.20 TO NODE
4.30 IS CODE =
6
I
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
.UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1110.00
575.00
= 44.00
DOWNSTREAM ELEVATION =
CURB HEIGHT (INCHES) = 6.
1082.00
I
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 42.00
INTERIOR STREET CROSSFALL(DEClMAL) = 0.020
OUTSIDE STREET CROSSFALL(DEClMAL) = 0.020
v-1
I
SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF 1
I
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 5.55
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.32
HALFSTREET FLOODWIDTH(FEET) = 9.80
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.14
PRODUCT OF DEPTH&VELOCITY = 1.66
STREETFLOW TRAVELTIME(MIN) = 1.86 TC(MIN) = 9.88
I
I
?~
I
I
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.622
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8872
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) =
SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.35 HALFSTREET FLOODWIDTH(FEET) = 11.13
FLOW VELOCITY(FEET/SEC.) = 5.28 DEPTH*VELOCITY = 1.84
3.21
7.17
I
I
****************************************************************************
FLOW PROCESS FROM NODE
4.30 TO NODE
4.00 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.7
UPSTREAM NODE ELEVATION = 1083.00
DOWNSTREAM NODE ELEVATION = 1082.00
FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA (CFS) = 7.17
TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 9.94
1
I
I
****************************************************************************
I
. FLOW PROCESS FROM NODE
4.00 TO NODE
4.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
I
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.94
RAINFALL INTENSITY (INCH/HR) = 3.61
TOTAL STREAM AREA(ACRES) = 2.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.17
I
I
****************************************************************************
FLOW PROCESS FROM NODE
617.80 TO NODE
4.40 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGEl]**.2
INITIAL SUBAREA FLOW-LENGTH = 590.00
UPSTREAM ELEVATION = 1106.00
DOWNSTREAM ELEVATION = 1083.00
ELEVATION DIFFERENCE = 23.00
TC = 0.303*[( 590.00**3l/( 23.00)]**.2 = 7.443
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.206
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8888
SUBAREA RUNOFF(CFS) 4.86
TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS)
]/-z
I
I
4.86
I
I
~
I
I
FLOW PROCESS FROM NODE
****************************************************************************
3
4.40 TO NODE
4.00 IS CODE =
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 8.7
UPSTREAM NODE ELEVATION = 1083.00
DOWNSTREAM NODE ELEVATION = 1082.00
FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA (CFS) = 4.86
TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 7.50
I
I
I,
1
I
FLOW PROCESS FROM NODE
****************************************************************************
1
4.00 TO NODE
4.00 IS CODE =
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 7.50
RAINFALL INTENSITY (INCH/HR) = 4.19
TOTAL STREAM AREA(ACRES) = 1. 30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.86
I
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 89.59
2 7.17
3 4.86
Tc
(MIN.)
15.50
9.94
7.50
II
I
INTENSITY
( INCH/HOUR)
2.858
3.612
4.189
AREA
(ACRE)
34.22
2.10
1.30
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
I
** PEAK
STREAM
NUMBER
1
2
3
FLOW RATE
RUNOFF
(CFS)
53.63
68.79
98.58
TABLE **
Tc
(MIN.)
7.50
9.94
15.50
I
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
= 98.58
37.62
15.50
I
INTENSITY
( INCH/HOUR)
4.189
3.612
2.858
AS FOLLOWS:
Tc(MrN.) =
FLOW PROCESS FROM NODE
****************************************************************************
3
4.00 TO NODE
5.00 IS CODE =
----------------------------------------------------------------------------
I
I
~-5"
I
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 14.4
UPSTREAM NODE ELEVATION = 1082.00
DOWNSTREAM NODE ELEVATION = 1069.00
FLOWLENGTH(FEET) = 725.00 MANNING'S
ESTIMATED PIPE DIAMETER (INCH) = 39.00
PIPEFLOW THRU SUBAREA (CFS) = 98.58
TRAVEL TIME(MIN.) = 0.84 TC(MIN.) = 16.34
N = 0.013
NUMBER OF PIPES =
1
I
****************************************************************************
I
FLOW PROCESS FROM NODE
5.00 TO NODE
5.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.34
RAINFALL INTENSITY (INCH/HR) = 2.78
TOTAL STREAM AREA(ACRES) = 37.62
PEAK FLOW RATE(CFS) AT CONFLUENCE = 98.58
I
I
****************************************************************************
FLOW PROCESS FROM NODE
4.00 TO NODE
5.10 IS CODE = 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 725.00
UPSTREAM ELEVATION = 1082.00
DOWNSTREAM ELEVATION = 1069.00
ELEVATION DIFFERENCE = 13.00
TC = 0.303*[( 725.00**3)/( 13.00)J**.2 = 9.441
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.711
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8875
SUBAREA RUNOFF{CFS} ; 2.63
TOTAL AREA (ACRES) = 0.80 TOTAL RUNOFF(CFS) =
p-~
I
I
2.63
I
****************************************************************************
FLOW PROCESS FROM NODE
5.10 TO NODE
5.00 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
=====;==========================~~==========================================
I
ESTIMATED PIPE ..DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 5.7
UPSTREAM NODE ELEVATION = 1069.00
DOWNSTREAM NODE ELEVATION = 1068.50
FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA (CFS) = 2.63
TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 9.53
1
I
I
I
~
I
I
I
***************************************~************************************
FLOW PROCESS FROM NODE
5.00 TO NODE
5.00 IS CODE =
1
----------------------------------------------------------------------------
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 9.53
RAINFALL INTENSITY(INCH/HR) = 3.69
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.63
I
** CONFLUENCE DATA
STREAM RUNOFF
NUMBER (CFS)
1 98.58
2 2.63
**
I
TC
IMIN. )
16.34
9.53
INTENSITY
(INCH/HOUR)
2.779
3.693
AREA
(ACRE)
37.62
0.80
*********************************WARNING**********************************
I
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
* * PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
ICFS)
60.12
100.56
TABLE **
Tc
(MIN. )
9.53
16.34
INTENSITY
(INCH/HOUR)
3.693
2.779
I
I
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 100.56
38.42
AS FOLLOWS:
Tc(MIN.) =
16.34
I
****************************************************************************
FLOW PROCESS FROM NODE
5.00 TO NODE
6.00 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 13.7
UPSTREAM NODE ELEVATION = 1068.50
DOWNSTREAM NODE ELEVATION = 1067.00
FLOWLENGTH(FEET) = 100.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) 42.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) = 100.56
TRAVEL TIME(MIN.) = 0.12 TC(MIN.) 16.46
I
I
****************************************************************************
FLOW PROCESS FROM NODE
6.00 TO NODE
6.00 IS CODE = 10
----------------------------------------------------------------------------
I
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<<
I
,?\
I
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
****************************************************************************
FLOW PROCESS FROM NODE
635.00 TO NODE
636.00 IS CODE = 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 620.00
UPSTREAM ELEVATION = 1120.25
DOWNSTREAM ELEVATION = 1111.00
ELEVATION DIFFERENCE = 9.25
TC = 0.359*[( 620.00**3)/( 9.25)]**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) = 4.70
TOTAL AREA (ACRES) = 1.60
p-: 1~3
I
= 10.903
3.440
I
= .8533
TOTAL RUNOFF(CFS) =
4.70
I
****************************************************************************
FLOW PROCESS FROM NODE
636.00 TO NODE
637.00 IS CODE =
6
----------------------------------------------------------------------------
I
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1111.00
970.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGHT(INCHES) = 6.
1084.00
I
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00
INTERIOR STREET CROSSFALL(DEClMAL) = 0.017
OUTSIDE STREET CROSSFALL(DEClMAL) = 0.017
SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF 1
F-6/
I
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 7.20
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.36
HALFSTREET FLOODWIDTH(FEET) = 13.64
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.23
PRODUCT OF DEPTH&VELOCITY = 1.53
STREETFLOW TRAVELTIME(MIN) = 3.82 TC(MIN) = 14.73
I
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.936
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8466
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) =
SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0,40 .HALFSTREET FLOODWIDTH(FEET) = 15.95
FLOW VELOCITY(FEET/SEC.) = 4.23 DEPTH*VELOCITY = 1.70
4.97
9.67
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE
638.00 TO NODE
634.20 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
?JO
I
I
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1098.00
1150.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGHT(INCHES) = 6.
1070.00
I
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00
INTERIOR STREET CROSSFALL(DEClMAL) 0.017
OUTSIDE STREET CROSSFALL(DEClMAL) = 0.017
I
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
I
**TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = 16.69
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.38
HALFSTREET FLOODWIDTH(FEET) = 14.80
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.21
PRODUCT OF DEPTH&VELOCITY = 1.61
STREETFLOW TRAVELTIME(MIN) = 4.55 TC(MIN) = 19.28
F/S-
I
I
IE.. .z.YJ:$ ~
~Io/I..y' /2.0 .:.-&
~tFS u& .c-I
TJle ;aE:S1 6VOZ-
~:J 7"1-Il!! 'ST~
C:;~-J,.J
(fU,...J C:CM'&. F4M 6I~-D
*************************************************************************';7*
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.547
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8400
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) =
SUMMED AREA(ACRES) = 10.20 TOTAL RUNOFF (CFS) =
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.42 HALF STREET FLOODWIDTH(FEET) = 17.11
FLOW VELOCITY(FEET/SEC.) = 4.56 DEPTH*VELOCITY = 1.92
14.12
23.79
I
I
FLOW PROCESS FROM NODE
634.20 TO NODE
634.20 IS CODE =
7
I
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
I
I
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 19.28 RAIN INTENSITY(INCH/HOUR) = 2.55
TOTAL AREA (ACRES) = 5.10 TOTAL RUNOFF(CFS) =
12.00
****************************************************************************
FLOW PROCESS FROM NODE
634.20 TO NODE
634.20 IS CODE =
8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.547
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8400
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.93
TOTAL AREA (ACRES) = 6.00 TOTAL RUNOFF (CFS) = 13.93
TC(MIN) = 19.28
r-/5":Z
"'1iz. 2'1IJ&
fZc".,; ~/o'! Wl!'~"-
~Ioe Or eFl)
,?m". Pi4f:./ttZt> ~
I
)-.1 co G- /
****************************************************************************
FLOW PROCESS FROM NODE
634.20 TO NODE
634.00 IS CODE =
3
I
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
I
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.1
UPSTREAM NODE ELEVATION = 1071.00
DOWNSTREAM NODE ELEVATION = 1069.00
I
I
?f\.
I
I
FLOWLENGTH(FEET) = 200.00
ESTIMATED PIPE DIAMETER (INCH)
PIPEFLOW THRU SUBAREA(CFS) =
TRAVEL TIME(MIN.) = 0.47
MANNING'S
= 21. 00
13 .93
TC(MIN.) =
N = 0.013
NUMBER OF PIPES =
1
I
19.75
I
****************************************************************************
FLOW PROCESS FROM NODE
634.00 TO NODE
634.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I
============================================================================
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 19.75
RAINFALL INTENSITY (INCH/HR) = 2.51
TOTAL STREAM AREA(ACRES) = 6.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.93
I
****************************************************************************
FLOW PROCESS FROM NODE
634.20 TO NODE
634.20 IS CODE =
7
----------------------------------------------------------------------------
I
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 19.28 RAIN INTENSITY (INCH/HOUR) = 2.55
TOTAL AREA (ACRES) = 5.10 TOTAL RUNOFF (CFS) =
12.00
~ z. '1J'3tP
10...... ~7' rk-1
C/3 E /
****************************************************************************
I
FLOW PROCESS FROM NODE
634.20 TO NODE
634.30 IS CODE =
8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF
SUBAREA AREA(ACRES) 1.60
TOTAL AREA(ACRES) 6.70
TC(MIN) = 19.28
2.547
p-d:;
COEFFICIENT = .8829
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF (CFS) =
3.60
15.60
Ie.. z. 'IrJ~
~.;,P I$Y
~ e;--.2-
I
****************************************************************************
FLOW PROCESS FROM NODE
634.30 TO NODE
634.00 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.7
UPSTREAM NODE ELEVATION = 1069.00
DOWNSTREAM NODE ELEVATION = 1068.00
FLOWLENGTH (FEET) = 50 . 00 MANNING'S
ESTIMATED PIPE DIAMETER (INCH) 21.00
PIPEFLOW THRU SUBAREA (CFS) = 15.60
TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 19.37
N = 0.013
NUMBER OF PIPES =
1
I
I
****************************************************************************
FLOW PROCESS FROM NODE
634.00 TO NODE
634.00 IS CODE =
1
I
----------------------------------------------------------------------------
I
1>.,0
I
I
>>>>>DESIGNATE.INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 19.37
RAINFALL INTENSITY (INCH/HR) = 2.54
TOTAL STREAM AREA(ACRES) = 6.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.60
I I
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 13.93
2 15.60
Tc
(MIN. )
19.75
19.37
INTENSITY
( INCH/HOUR)
2.515
2.541
AREA
(ACRE)
6.00
6.70
I
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
29.25
29.36
TABLE **
Tc
(MIN.)
19.37
19.75
INTENSITY
( INCH/HOUR)
2.541
2.515
I
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
= 29.25
12.70
AS FOLLOWS:
Tc (MIN.) =
19.37
****************************************************************************
I
FLOW PROCESS FROM NODE
634.00 TO NODE
6.00 IS CODE =
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 10.5
UPSTREAM NODE ELEVATION = 1068.00
DOWNSTREAM NODE ELEVATION = 1067.00
FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 29.25
TRAVEL TIME(MIN.) = 0.09 TC(MIN.) 19.46
I
****************************************************************************
I
I
FLOW PROCESS FROM NODE
6.00 TO NODE
6.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<<
;;;=======;=;=======;;======================================================
I
** MAIN
STREAM
NUMBER
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
AREA
(ACRE)
I
A.\
I
I
1 29.25 19.46 2.534 12.70
** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 100.56 16.46 2.768 38.42
I
I
*********************************WARNING**********************************
I
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
125.30
121.32
TABLE **
Tc
(MIN.)
16.46
19.46
INTENSITY
( INCH/HOUR)
2.768
2.534
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) ;
ESTIMATES ARE
; 125.30
51.12
AS FOLLOWS:
Tc(MIN.) ;
16.46
I
****************************************************************************
FLOW PROCESS FROM NODE
6.00 TO NODE
6.00 IS CODE; 10
I
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
============================================================================
I
****************************************************************************
FLOW PROCESS FROM NODE
6.00 TO NODE
6.00 IS CODE; 12
I
----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK # 3 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
****************************************************************************
FLOW PROCESS FROM NODE
7.10 TO NODE
7.20 IS CODE; 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC ; K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH; 610.00
UPSTREAM ELEVATION; 1090.00
DOWNSTREAM ELEVATION; 1078.00
ELEVATION DIFFERENCE; 12.00
TC; 0.303*[( 610.00**3l/( 12.00)]**.2; 8.649
100 YEAR RAINFALL INTENSITY (INCH/HOUR) ; 3.886
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT; .8880
SUBAREA RUNOFF(CFS) = 3.11
TOTAL AREA(ACRES) ; 0.90 TOTAL RUNOFF (CFS) ;
C-j
I
I
3.11
I
****************************************************************************
FLOW PROCESS FROM NODE
7.20 TO NODE
7.30 IS CODE;
6
I
------------------------------------------------------------------------
I
A,,-v
I
I
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1078.00
580.00
= 30.00
DOWNSTREAM ELEVATION = 1073.00
CURB HEIGHT(INCHES) = 6.
I
I
I
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 20.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
C-2-
SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF 1
I
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS} 4.10
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.38
HALFSTREET FLOODWIDTH(FEET) = 12.63
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39
PRODUCT OF DEPTH&VELOCITY = 0.91
STREETFLOW TRAVELTIME(MIN) = 4.04 TC(MIN) = 12.69
I
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.175
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8857
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.97
SUMMED AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 5.07
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) = 13.52
FLOW VELOCITY(FEET/SEC.) = 2.61 DEPTH'VELOCITY = 1.03
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE
7.30 TO NODE
7.00 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 6.9
UPSTREAM NODE ELEVATION = 1073.00
DOWNSTREAM NODE ELEVATION = 1072.00
FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH} = 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) = 5.07
TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 12.84
I
I
****************************************************************************
FLOW PROCESS FROM NODE
7.00 TO NODE
7.00 IS CODE =
1
I
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.84
RAINFALL INTENSITY (INCH/HR) = 3.16
TOTAL STREAM AREA(ACRES) = 1.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.07
I
I
****************************************************************************
I
A'?
I
I
FLOW PROCESS FROM NODE
7.40 TO NODE
7.50 IS CODE = 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 625.00
UPSTREAM ELEVATION = 1090.00
DOWNSTREAM ELEVATION = 1078.00
ELEVATION DIFFERENCE = 12.00
TC = 0.303*[( 625.00**3)/( 12.00)]**.2 = 8.776
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.857
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879
SUBAREA RUNOFF(CFS) = 2.40
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS)
C-3
I
2.40
I
****************************************************************************
FLOW PROCESS FROM NODE
7.50 TO NODE
7.60 IS CODE =
6
----------------------------------------------------------------------------
I
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1078.00
600.00
= 30.00
DOWNSTREAM ELEVATION =
CURB HEIGHT(INCHES) = 6.
1073.00
I
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 20.00
INTERIOR STREET CROSSFALL(DEClMAL) = 0.020
OUTSIDE STREET CROSSFALL(DEClMAL) = 0.020
c-i
SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1
I
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 3.22
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.36
HALFSTREET FLOODWIDTH(FEET) = 11.74
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15
PRODUCT OF DEPTH&VELOCITY = 0.78
STREETFLOW TRAVELTIME(MIN) = 4.64 TC(MIN) = 13.42
I
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.083
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) =
SUMMED AREA(ACRES) = 1.30 TOTAL RUNOFF (CFS) =
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.38 HALF STREET FLOODWIDTH(FEET) = 12.63
FLOW VELOCITY(FEET/SEC.) = 2.35 DEPTH*VELOCITY = 0.89
1. 64
4.03
I
I
****************************************************************************
I
FLOW PROCESS FROM NODE
7.60 TO NODE
7.00 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 8.3
I
I
J>A.
I
I
UPSTREAM NODE ELEVATION = 1073.00
DOWNSTREAM NODE ELEVATION = 1072.00
FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) 4.03
TRAVEL TIME(MIN.) = 0.06 TC(MIN.) 13 .48
I
I
****************************************************************************
FLOW PROCESS FROM NODE
7.00 TO NODE
7.00 IS CODE =
1
I
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 13.48
RAINFALL INTENSITY (INCH/HR) = 3.08
TOTAL STREAM AREA (ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.03
I
I
* * CONFLUENCE DATA * *
STREAM RUNOFF
NUMBER (CFS)
1 5.07
2 4.03
Tc
(MIN.)
12.84
13.48
INTENSITY
(INCH/HOUR)
3.156
3.076
AREA
(ACRE)
1. 60
1.30
I
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
8.92
8.98
TABLE **
Tc
(MIN.)
12.84
13 .48
INTENSITY
(INCH/HOUR)
3.156
3.076
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
= 8.92
2.90
AS FOLLOWS:
Tc (MIN.) =
12.84
I
****************************************************************************
FLOW PROCESS FROM NODE
7.00 TO NODE
8.00 IS CODE =
3
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
I
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 5.1
UPSTREAM NODE ELEVATION = 1072.00
DOWNSTREAM NODE ELEVATION = 1070.50
FLOWLENGTH(FEET) = 280.00 MANNING'S
ESTIMATED PIPE DIAMETER (INCH) = 21.00
PIPEFLOW THRU SUBAREA(CFS) = 8.92
TRAVEL TIME(MIN.) = 0.92 TC(MIN.)
N = 0.013
NUMBER OF PIPES =
1
I
13.75
I
b6
I
I
****************************************************************************
I
FLOW PROCESS FROM NODE
8.00 TO NODE
8.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.75
RAINFALL INTENSITY (INCH/HR) = 3.04
TOTAL STREAM AREA(ACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.92
I
****************************************************************************
FLOW PROCESS FROM NODE
8.10 TO NODE.
8.20 IS CODE = 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 550.00
UPSTREAM ELEVATION = 1112.50
DOWNSTREAM ELEVATION = 1103.00
ELEVATION DIFFERENCE = 9.50
TC = 0.359*[( 550.00**3)/( 9.50)]**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "B"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) 18.41
TOTAL AREA (ACRES) = 6.20
c-~
I
= 10.093
3.583
I
= .8287
TOTAL RUNOFF(CFS) =
18.41
I
****************************************************************************
FLOW PROCESS FROM NODE
8.20 TO NODE
8.30 IS CODE =
6
----------------------------------------------------------------------------
I
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1103.00
500.00
= 30.00
DOWNSTREAM ELEVATION =
CURB HEIGHT(INCHES) = 6.
1089.50
I
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 20.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
c-&
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
I
I
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 30.43
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.47
HALFSTREET FLOODWIDTH(FEET) = 17.09
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.01
PRODUCT OF DEPTH&VELOCITY = 2.34
STREETFLOW TRAVELTIME(MIN) = 1.66 TC(MIN) = 11.76
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.306
SOIL CLASSIFICATION IS "B"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8242
I
I
b...CQ
I
I
SUBAREA AREA{ACRES) = 8.80 SUBAREA RUNOFF(CFS) =
SUMMED AREA(ACRES) = 15.00 TOTAL RUNOFF(CFSl =
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.52 HALF STREET FLOODWIDTH(FEET) 19.76
FLOW VELOCITY(FEET/SEC.) = 5.27 DEPTH'VELOCITY = 2.75
23.98
42.38
I
I
****************************************************************************
FLOW PROCESS FROM NODE
8 . 3 0 TO NODE
8.40 IS CODE = 51
----------------------------------------------------------------------------
I
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTlME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
UPSTREAM NODE ELEVATION = 1083.00
DOWNSTREAM NODE ELEVATION = 1071.00
CHANNEL LENGTH THRU SUBAREA (FEET) = 700.00
CHANNEL SLOPE = 0.0171
CHANNEL BASE (FEET) = 2.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00
CHANNEL FLOW THRU SUBAREA (CFS) = 42.38
FLOW VELOCITY(FEET/SEC) = 9.74 FLOW DEPTH(FEET) = 1.06
TRAVEL TIME(MIN.) = 1.20 TC(MIN.) = 12.95
I
I
****************************************************************************
FLOW PROCESS FROM NODE
8.30 TO NODE
8.40 IS CODE =
8
I
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "B"
CONDOMINIUM DEVELOPMENT RUNOFF
SUBAREA AREA(ACRES) = 13.00
TOTAL AREA(ACRES) 28.00
TC(MIN) = 12.95
3.141
C-l
I
COEFFICIENT = .8212
SUBAREA RUNOFF(CFS) =
TOTAL RUNOFF(CFS) =
33.53
7.5 .91
I
****************************************************************************
FLOW PROCESS FROM NODE
8.40 TO NODE
8.00 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 8.3
UPSTREAM NODE ELEVATION = 1071.00
DOWNSTREAM NODE ELEVATION = 1070.50
FLOWLENGTH(FEET) = 100.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) = 45.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 75.91
TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 13.15
I
I
****************************************************************************
FLOW PROCESS FROM NODE
8.00 TO NODE
8.00 IS CODE =
1
----------------------------------------------------------------------------
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
I
A.1.
I
I
TIME OF CONCENTRATION(MIN.) = 13.15
RAINFALL INTENSITY (INCH/HR) = 3.12
TOTAL STREAM AREA{ACRES) = 28.00
PEAK FLOW RATE(CFS) AT CONFLUENCE =
75.91
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 8.92
2 75.91
Tc
(MIN.)
13.75
13 .15
INTENSITY
(INCH/HOUR)
3.043
3.116
AREA
(ACRE)
2.90
28.00
I
I
*********************************WARNING**********************************
I
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
* * PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 84.44 13 .15 3.116
2 83.07 13.75 3.043
I
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
84.44
30.90
AS FOLLOWS:
Tc (MIN.) =
13 .15
I
****************************************************************************
FLOW PROCESS FROM NODE
8.00 TO NODE
9.00 IS CODE =
3
I
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
~;;=========================================================================
I
DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.5
UPSTREAM NODE ELEVATION = 1070.50
DOWNSTREAM NODE ELEVATION = 1069.00
FLOWLENGTH(FEET) = 440.00 MANNING'S
ESTIMATED PIPE DIAMETER(INCH) = 51.00
PIPEFLOW THRU SUBAREA (CFS) = 84.44
TRAVEL TIME(MIN.) = 0.98 TC(MIN.)
N = 0.013
NUMBER OF PIPES
1
I
14.14
I
****************************************************************************
FLOW PROCESS FROM NODE
9.00 TO NODE
9.00 IS CODE = 10
I
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<<
============================================================================
I
****************************************************************************
FLOW PROCESS FROM NODE
9.10 TO NODE
9.20 IS CODE = 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER
I
btb
I
I
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 950.00
UPSTREAM ELEVATION = 1079.00
DOWNSTREAM ELEVATION = 1070.00
ELEVATION DIFFERENCE = 9.00
TC = 0.709*[( 950.00**3)/( 9.00)J**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT =
SUBAREA RUNOFF(CFS) = 12.01
TOTAL AREA (ACRES) = 8.20
C-8
I
I
= 27.969
2.093
.6998
I
TOTAL RUNOFF(CFS) =
12.01
****************************************************************************
I
FLOW PROCESS FROM NODE
9.20 TO NODE
9.20 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 27.97
RAINFALL INTENSITY (INCH/HR) = 2.09
TOTAL STREAM AREA(ACRES) = 8.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.01
I
I
****************************************************************************
FLOW PROCESS FROM NODE
7.30 TO NODE
9.20 IS CODE = 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 620.00
UPSTREAM ELEVATION = 1073.00
DOWNSTREAM ELEVATION = 1070.00
ELEVATION DIFFERENCE = 3.00
TC = 0.303*[( 620.00**31/( 3.00)J**.2 = 11.524
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.341
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8863
SUBAREA RUNOFF(CFS) = 2.07
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) =
C-l
I
I
2.07
I
****************************************************************************
FLOW PROCESS FROM NODE
9.20 TO NODE
9.20 IS CODE =
1
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.52
RAINFALL INTENSITY (INCH/HR) = 3.34
TOTAL STREAM AREA(ACRES) = 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.07
I
I
** CONFLUENCE DATA **
STREAM RUNOFF Tc
INTENSITY
AREA
I
~~
I
I
NUMBER
1
2
(CFS)
12.01
2.07
(MIN.)
27.97
11.52
(INCH/HOUR)
2.093
3.341
I
(ACRE)
8.20
0.70
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK
STREAM
NUMBER
1
2
INTENSITY
( INCH/HOUR)
3.341
2.093
FLOW RATE
RUNOFF
(CFS)
7.02
13 .31
TABLE **
Tc
(MIN.)
11.52
27.97
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE AS FOLLOWS:
= 13.31 Tc(MIN.) =
8.90
I
27.97
FLOW PROCESS FROM NODE
9.20 TO NODE
****************************************************************************
3
I
9.00 IS CODE =
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES
PIPEFLOW.VELOCITY(FEET/SEC.) = 9.1
UPSTREAM NODE ELEVATION = 1070.00
DOWNSTREAM NODE ELEVATION = 1069.00
FLOWLENGTH(FEET) = 50.00 MANNING'S
ESTIMATED PIPE DIAMETER (INCH) = 18.00
PIPEFLOW THRU SUBAREA (CFS) 13.31
TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 28.06
I
I
N = 0.013
NUMBER OF PIPES =
1
I
FLOW PROCESS FROM NODE
9.00 TO NODE
****************************************************************************
9.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
* * MAIN
STREAM
NUMBER
1
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
13.31 28.06 2.090
I
BANK #
RUNOFF
(CFS)
84.44
** MEMORY
STREAM
NUMBER
1
3 CONFLUENCE DATA * *
Tc INTENSITY
(MIN.) (INCH/HOUR)
14.14 3.000
I
AREA
(ACRE)
8.90
AREA
(ACRE)
30.90
I
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
I
?o
I
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
91.15
72.14
TABLE **
Tc
(MIN. )
14.14
28.06
INTENSITY
(INCH/HOUR)
3.000
2.090
I
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
91.15
39.80
AS FOLLOWS:
Tc(MIN.) =
14.14
I
****************************************************************************
FLOW PROCESS FROM NODE
9.00 TO NODE
9.00 IS CODE = 12
I
----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK # 3 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
****************************************************************************
FLOW PROCESS FROM NODE
9.00 TO NODE
10.00 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 5.9
UPSTREAM NODE ELEVATION = 1069.00
DOWNSTREAM NODE ELEVATION = 1068.50
FLOWLENGTH(FEET) = 290.00 MANNING'S
ESTIMATED PIPE DIAMETER (INCH) = 60.00
PIPEFLOW THRU SUBAREA(CFS) 91.15
TRAVEL TIME(MIN.) = 0.82 TC(MIN.) = 14.96
N = 0.013
NUMBER OF PIPES =
1
I
I
****************************************************************************
FLOW PROCESS FROM NODE
10.00 TO NODE
10.00 IS CODE =
1
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.96
RAINFALL INTENSITY (INCH/HR) = 2.91
TOTAL STREAM AREA(ACRES) = 39.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 91.15
I
****************************************************************************
I
FLOW PROCESS FROM NODE
4.30 TO NODE
10.10 IS CODE = .21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 780.00
UPSTREAM ELEVATION = 1082.00
DOWNSTREAM ELEVATION = 1069.00
ELEVATION DIFFERENCE = 13.00
TC = 0.303*[( 780.00**3)/( 13.00)]**.2 =
C-ltJ
I
I
9.864
I
-5\
I
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.626
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8872
SUBAREA RUNOFF(CFS) = 6.11
TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) =
6.11
I
I
****************************************************************************
FLOW PROCESS FROM NODE
10.10 TO NODE
10.00 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH .OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 6.5
UPSTREAM NODE ELEVATION = 1069.00
DOWNSTREAM NODE ELEVATION = 1068.50
FLOWLENGTH(FEET) = 40.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA (CFS) = 6.11
TRAVEL TlME(MIN.) = 0.10 TC(MIN.) = 9.97
1
I
I
****************************************************************************
FLOW PROCESS FROM NODE
10.00 TO NODE
10.00 IS CODE =
1
I
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 9.97
RAINFALL INTENSITY (INCH/HR) = 3.61
TOTAL STREAM AREA(ACRES) = 1.90
PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.11
I
I
****************************************************************************
FLOW PROCESS FROM NODE
7.60 TO NODE
10.20 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2
INITIAL SUBAREA FLOW-LENGTH = 820.00
UPSTREAM ELEVATION = 1072.00
DOWNSTREAM ELEVATION = 1069.00
ELEVATION DIFFERENCE = 3.00
TC = 0.303*[( 820.00**3)/( 3.00)J**.2 = 13.629
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.058
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8853
SUBAREA RUNOFF(CFS) = 2.44
TOTAL AREA (ACRES) = 0.90 TOTAL RUNOFF(CFS) =
c-//
I
I
2.44
I
****************************************************************************
FLOW PROCESS FROM NODE
10.20 TO NODE
10.00 IS CODE =
3
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
I
~'l--
I
I
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
I
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 5.6
UPSTREAM NODE ELEVATION = 1069.00
DOWNSTREAM NODE ELEVATION = 1068.50
FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
PIPEFLOW THRU SUBAREA (CFS) 2.44
TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 13.72
1
I
I
****************************************************************************
I
FLOW PROCESS FROM NODE
10.00 TO NODE
10.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) 13.72
RAINFALL INTENSITY (INCH/HR) = 3.05
TOTAL STREAM AREA(ACRES) = 0.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.44
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 91.15
2 6.11
3 2.44
Tc
(MIN.)
14.96
9.97
13.72
INTENSITY
(INCH/HOUR)
2.912
3.606
3.047
AREA
(ACRE)
39.80
1.90
0.90
I
I
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
I
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 68.63 9.97 3.606
2 91. 21 13.72 3.047
3 98.41 14.96 2.912
I
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
= 98.41
42.60
AS FOLLOWS:
Tc(MIN.) =
14.96
I
****************************************************************************
FLOW PROCESS FROM NODE
10.00 TO NODE
6.00 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.7 INCHES
I
-5?/
I
I
I
PIPEFLOW VELOCITY(FEET/SEC.) = 10.8
UPSTREAM NODE ELEVATION = 1068.50
DOWNSTREAM NODE ELEVATION = 1068.00
FLOWLENGTH(FEET) = 60.00 MANNING'S
ESTIMATED PIPE DIAMETER (INCH) = 45.00
PIPEFLOW THRU SUBAREA(CFS) = 98.41
TRAVEL TIME(MIN.) = 0.09 TC(MIN.) =
N = 0.013
NUMBER OF PIPES =
1
I
15.05
****************************************************************************
I
FLOW PROCESS FROM NODE
6.00 TO NODE
6.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
* * MAIN
STREAM
NUMBER
1
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
98.41 15.05 2.902
AREA
(ACRE)
42.60
I
* * MEMORY
STREAM
NUMBER
1
BANK #
RUNOFF
(CFS)
125.30
1 CONFLUENCE DATA **
Tc INTENSITY
(MIN.) (INCH/HOUR)
16.46 2.768
AREA
(ACRE)
51.12
I
*********************************WARNING**********************************
I
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 212.96 15.05 2.902
2 219.17 16.46 2.768
I
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
219.17
93.72
AS FOLLOWS:
Tc (MIN.) =
16.46
I
****************************************************************************
FLOW PROCESS FROM NODE
6.00 TO NODE
6.00 IS CODE = 12
----------------------------------------------------------------------------
I
>>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================
I
****************************************************************************
FLOW PROCESS FROM NODE
6.00 TO NODE
11.00 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
I
DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 12.1
UPSTREAM NODE ELEVATION = 1068.00
DOWNSTREAM NODE ELEVATION = 1066.00
FLOWLENGTH(FEET) = 300.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) = 63.00 NUMBER OF PIPES 1
I
I
~
I
I
PIPEFLOW THRU SUBAREA (CFS)
TRAVEL TIME(MIN.) = 0.41
219.17
TC(MIN.) = 16.87
I
****************************************************************************
FLOW PROCESS FROM NODE
11.00 TO NODE
11.00 IS CODE =
1
I
--------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.87
RAINFALL INTENSITY (INCH/HR) = 2.73
TOTAL STREAM AREA(ACRES) = 93.72
PEAK FLOW RATE(CFS) AT CONFLUENCE = 219.17
I
****************************************************************************
I
FLOW PROCESS FROM NODE
0.00 TO NODE
11.10 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 320.00
UPSTREAM ELEVATION = 1067.00
DOWNSTREAM ELEVATION = 1066.00
ELEVATION DIFFERENCE = 1.00
TC = 0.303*[( 320.00**3)/( 1.00)]**.2 = 9.653
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.668
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8874
SUBAREA RUNOFF(CFS) = 1.30
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS)
p-e
I
I
I
1.30
I
****************************************************************************
FLOW PROCESS FROM NODE
11.10 TO NODE
11.00 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 5.4
UPSTREAM NODE ELEVATION = 1066.50
DOWNSTREAM NODE ELEVATION = 1066.00
FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 1.30
TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 9.72
I
I
****************************************************************************
FLOW PROCESS FROM NODE
11.00 TO NODE
11. 00 IS CODE =
1
----------------------------------------------------------------------------
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
I
~6
I
I
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.72
RAINFALL INTENSITY (INCH/HR) = 3.66
TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.30
I
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 219.17
2 1.30
INTENSITY
(INCH/HOUR)
2.732
3.655
Tc
(MIN.)
16.87
9.72
I
AREA
(ACRE)
93.72
0.40
*********************************WARNING**********************************
I
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
* * PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 127.48 9.72 3.655
2 220.14 16.87 2.732
I
I
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE AS FOLLOWS:
= 220.14 Tc(MIN.) =
94.12
I
16.87
FLOW PROCESS FROM NODE
11. 00 TO NODE
****************************************************************************
11.00 IS CODE = 11
I
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
** MAIN
STREAM
NUMBER
1
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
220.14 16.87 2.732
I
BANK #
RUNOFF
(CFS)
78 .69
* * MEMORY
STREAM
NUMBER
1
2 CONFLUENCE DATA **
Tc INTENSITY
(MIN.) (INCH/HOUR)
21.71 2.393
I
AREA
(ACRE)
94.12
AREA
(ACRE)
40.08
*********************************WARNING**********************************
I
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
281. 32
271.47
TABLE **
Tc
(MIN.)
16.87
21.71
INTENSITY
(INCH/HOUR)
2.732
2.393
I
I
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
I
~
I
I
PEAK FLOW RATE(CFS) =
TOTAL AREA (ACRES) =
281.32
134.20
TC (MIN.) =
16.87
I
****************************************************************************
FLOW PROCESS FROM NODE
11.00 TO NODE
12.00 IS CODE =
3
I
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 81.0 INCH PIPE IS 63.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.4
UPSTREAM NODE ELEVATION = 1066.00
DOWNSTREAM NODE ELEVATION = 1065.00
FLOWLENGTH(FEET} = 350.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER (INCH) = 81.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 281.32
TRAVEL TIME(MIN.) = 0.62 TC(MIN.} = 17.50
II
I
I
****************************************************************************
FLOW PROCESS FROM NODE
12.00 TO NODE
12.00 IS CODE = 10
I
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
****************************************************************************
FLOW PROCESS FROM NODE
13 .10 TO NODE
13.00 IS CODE = 21
I
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE}]**.2
INITIAL SUBAREA FLOW-LENGTH = 850.00
UPSTREAM ELEVATION = 1107.50
DOWNSTREAM ELEVATION = 1090.00
ELEVATION DIFFERENCE = 17.50
TC = 0.303*[( 850.00**3)/( 17.50)J**.2 = 9.787
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.641
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8873
SUBAREA RUNOFF(CFS) = 2.58
TOTAL AREA (ACRES) = 0.80 TOTAL RUNOFF(CFS) =
5-/
I
I
2.58
I
****************************************************************************
FLOW PROCESS FROM NODE
13 .10 TO NODE
13.00 IS CODE =
8
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.641
SOIL CLASSIFICATION IS "C"
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8364
SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS} =
TOTAL AREA (ACRES) = 7.80 TOTAL RUNOFF (CFS) =
TC(MIN) = 9.79
5 -/. r:s-
I
21.32
23.90
I
****************************************************************************
I
'5'\
I
I
FLOW PROCESS FROM NODE
13.00 TO NODE
20.00 IS CODE =
6
----------------------------------------------------------------------------
I
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1090.00
470.00
= 38.00
DOWNSTREAM ELEVATION = 1080.00
CURB HEIGHT (INCHES) = 6.
I
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 36.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
5-2-
SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1
I
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 24.95
STREETFLOW MODEL RESULTS:
NOTE: STREETFLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) = 0.56
HALFSTREET FLOODWIDTH(FEET) = 21.75
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.15
PRODUCT OF DEPTH&VELOCITY = 2.89
STREETFLOW TRAVELTIME(MIN) = 1.52 TC(MIN) = 11.31
I
I
I
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.374
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8864
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) =
SUMMED AREA(ACRES) = 8.50 TOTAL RUNOFF(CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.56 HALFSTREET FLOODWIDTH(FEET) = 21.75
FLOW VELOCITY(FEET/SEC.) = 5.36 DEPTH*VELOCITY = 3.01
2.09
26.00
I
I
I,
****************************************************************************
I
FLOW PROCESS FROM NODE
15.10 TO NODE
15.00 IS CODE =
8
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
,
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.374
SOIL CLASSIFICATION IS "C"
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8322
SUBAREA AREA (ACRES) = 2 .40 SUBAREA RUNOFF (CFS) 6.74
TOTAL AREA (ACRES) = 10.90 TOTAL RUNOFF(CFS) = 32.74
TC(MIN) = 11.31
5-3
I
l
I
****************************************************************************
FLOW PROCESS FROM NODE
15.00 TO NODE
20.00 IS CODE =
8
----------------------------------------------------------------------------
I
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
, .
,
I
.
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.374
SOIL CLASSIFICATION IS "CO
SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8322
SUBAREA AREA(ACRES) 4.00 SUBAREA RUNOFF(CFS) = 11.23
TOTAL AREA(ACRES) = 14.90 TOTAL RUNOFF(CFS) = 43.97
TC (MIN) = 11. 31
5-1
~
I
I
****************************************************************************
FLOW PROCESS FROM NODE
20.00 TO NODE
30.00 IS CODE =
6
I
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
============================================================================
I
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1080.00
470.00
= 38.00
DOWNSTREAM ELEVATION =
CURB HEIGHT (INCHES) = 6.
1070.00
I
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 36.00
INTERIOR STREET CROSSFALL(DEClMAL) = 0.020
OUTSIDE STREET CROSSFALL(DEClMAL) = 0.020
s-s-
I
SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1
I
**TRAVELTlME COMPUTED USING MEAN FLOW(CFS) 44.81
STREETFLOW MODEL RESULTS:
NOTE: STREETFLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) = 0.66
HALF STREET FLOODWIDTH(FEET) = 26.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.10
PRODUCT OF DEPTH&VELOCITY = 4.05
STREETFLOW TRAVELTIME(MIN) = 1.28 TC(MIN) = 12.59
I
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.188
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858
SUBAREA AREA (ACRES) = 0.60 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 15.50 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.68 HALFSTREET FLOODWIDTH(FEET) = 27.45
FLOW VELOCITY(FEET/SEC.) = 5.97 DEPTH*VELOCITY = 4.03
1.69
45.66
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE
30.00 TO NODE
30.00 IS CODE =
1
----------------------------------------------------------------------------
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.59
RAINFALL INTENSITY (INCH/HR) = 3.19
TOTAL STREAM AREA(ACRES) = 15.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.66
I
****************************************~***********************************
FLOW PROCESS FROM NODE
13.20 TO NODE
25.00 IS CODE = 21
I
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 620.00
UPSTREAM ELEVATION = 1090.00
5-ljJ
I
I
9-.
I
I
DOWNSTREAM ELEVATION = 1077.00
ELEVATION DIFFERENCE = 13.00
TC = 0.303*[( 620.00**3)/( 13.00)]**.2 8.595
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.899
SOIL CLASSIFICATION IS "COO
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8880
SUBAREA RUNOFF(CFS) = 2.77
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF (CFS) =
2.77
I
I
I
****************************************************************************
FLOW PROCESS FROM NODE
25.00 TO NODE
30.00 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1077.00
810.00
= 38.00
DOWNSTREAM ELEVATION =
CURB HEIGHT(INCHES) = 6.
1070.00
I
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK
INTERIOR STREET CROSSFALL(DEClMAL) = 0.020
OUTSIDE STREET CROSSFALL(DEClMAL) = 0.020
36.00
~-7
I
I
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
I
**TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = 4.10
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.38
HALF STREET FLOODWIDTH(FEET) = 12.62
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39
PRODUCT OF DEPTH&VELOCITY = 0.91
STREETFLOW TRAVELTIME(MIN) = 5.64 TC(MIN) = 14.23
I
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.989
SOIL CLASSIFICATION IS "COO
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8850
SUBAREA AREA (ACRES) = 1. 00 SUBAREA RUNOFF (CFS)
SUMMED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = 0.41 HALF STREET FLOODWIDTH(FEET) 14.33
FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH*VELOCITY = 1.03
2.64
5.41
I
I I
I
****************************************************************************
FLOW PROCESS FROM NODE
30.00 TO NODE
30.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.23
RAINFALL INTENSITY (INCH/HR) = 2.99
TOTAL STREAM AREA(ACRES) = 1.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.41
I
I
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 45.66
2 5.41
Tc
(MIN.)
12.59
14.23
INTENSITY
(INCH/HOUR)
3.188
2.989
AREA
(ACRE)
15.50
1. 80
I
VJ
I
I
*********************************WARNING**********************************
I
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
50.45
48.22
TABLE **
Tc
(MIN. )
12.59
14.23
INTENSITY
( INCH/ HOUR)
3.188
2.989
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
= 50 4';
17.30
AS FOLLOWS:
Tc (MIN.) =
-,0;;" <- FZ:ovJ
IN FP'-rv/2.oC
t....A -r& (l...A '-
12.59
I
****************************************************************************
I
FLOW PROCESS FROM NODE
30.00 TO NODE
12.00 IS CODE =
3
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.2
UPSTREAM NODE ELEVATION = 1066.00
DOWNSTREAM NODE ELEVATION = 1065.00
FLOWLENGTH(FEET) = 120.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 50.45
TRAVEL TIME(MIN.) = 0.22 TC(MIN.) 12.81
I
I
****************************************************************************
FLOW PROCESS FROM NODE
12.00 TO NODE
12.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
** MAIN
STREAM
NUMBER
1
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
50.45 12.81 3.160
AREA
(ACRE)
17.30
I
* * MEMORY
STREAM
NUMBER
1
BANK #
RUNOFF
(CFS)
281. 32
1 CONFLUENCE DATA **
Tc INTENSITY
(MIN.) (INCH/HOUR)
17.50 2.680
AREA
(ACRE)
134.20
I
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc
INTENSITY
I
I
~\
I
I
I
I
I
I
I
I
I
I
'I
I
I
'I
I
I
I
I
I
NUMBER
1
2
(CFS)
256.38
324.12
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
(MIN. )
12.81
17.50
( INCH/HOUR)
3.160
2.680
17.50
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ESTIMATES ARE AS FOLLOWS:
= 324.12 Tc(MIN.) =
151.50
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 324.12
TOTAL AREA(ACRES) = 151.50
Tc (MIN.) =
17.50
----------------------------------------------------------------------------
----------------------------------------------------------------------------
1
END OF RATIONAL METHOD ANALYSIS
~1/
.
~.
o < ,_ . ". ' ~.,: ,,:__.',' ,
.)>
HYDROLOGY AND HYDRAULICS REpORT
STORM DRAIN INFRASTRUCTURE IMPROVEMENTS
DE PORTOLA ROAD AND CAMPANULA WAY
s:;'
....: :.:~-';::,'
TECHNICAL APPENDiX B
Stoiw Drain Hydraulic Analysis
..-.<.-.-.-
. _ c._.,c~_o-c-~_. _.-.~-..,G;.~
~
-. . ..-..--- --------- -.....
~,._,.",...- -..-'-_.., ,'~'_._' ~:-
.
~:-..~--- ~=~ ~
-_...:..:--
I
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LINE "vv" - Stage IV
ULTIMATE CONDITION
4A.
I
I
HEADING LINE NO 1 IS -
I
rEADING LINE NO 2 IS -
IIrEADING LINE NO 3 IS -
I
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F 0 5 1 5 P
PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
STORM DRAIN LINE "VV- IV" - DE PORTOLA ROAD
PASEO DEL SOL STA 22+67.06 TO STA 45+32.51
FILE: ~ RBF IN 15-401438.00 (Revised 3/20/00)
''73(3)1'1 '{, D /lj
~
I
ATE:
tME:
3/20/2000
18:33
WATER SURFACE PROFILE
F0515P
CHANNEL DEFINITION LISTING
PAGE
lARD
ODE
SECT CHN NO OF AVE PIER HEIGHT 1 6ASE
NO TYPE PIERS WIDTH DIAMETER WIDTH
ZL
ZR
INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
DROP
l~ 1 4 6.00
2 4 3.50
3 4 2.50
CD 4 4 4.00
I~ 5 4 1.50
6 4 3.00
I
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I ~
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ELEMENT NO
I
fLEMENT NO
tLEMENT NO
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
IS A SYSTEM OUTLET' ..
U/S DATA STATION INVERT SECT
2267.D6 1057.99 1
2 IS A REACH
U/S DATA
3 IS A JUNCTION
U/S DATA
IE ABOVE ELEMENT CONTAINED AN
E A60VE ELEMENT CONTAINED AN
rLEMENT NO
'LEMENT NO
IIELEMENT NO
IELEMENT NO
4 IS A REACH
U/S DATA
5 IS A JUNCTION
U/S DATA
6 IS A REACH
U/S DATA
7 IS A JUNCTION
U/S DATA
IIHE ABOVE ELEMENT CONTAINED AN
"HE A60VE ELEMENT CONTAINEO AN
IELEMENT NO
IELEMENT NO
I
I
I
I
I
I
B IS A REACH
U/S DATA
9 IS A TRANSITION
U/S DATA
. .
.
STATION INVERT SECT
2296.171058.07 1
N
0.013
.
.
.
.
PAGE NO 2
W S ELEV
1063.9B
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
.
.
.
STATION INVERT SECT LAT-1 LAT-2 N Q3
2296.171058.07 1 5 0 0.013 1.3
INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS
INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS
. . .
STATION INVERT SECT N
2568.78 1058.78 1 0.013
. . . .
STATION INVERT SECT LAT-1 LAT-2 N
2577.95 1061.28 2 3 4 0.013
. . .
STATION INVERT SECT N
2687.00 1061.98 2 0.013
. . . .
Q4 INVERT-3 INVERT-4
0.0 1060.62 0.00
INVERT ELEV -WARNING
INVERT ELEV -WARNING
PHI 3
90.00
PHI 4
0.00
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
. . .
Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
27.2 91.4 1060.78 1059.78 45.00 30.00
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
.
.
.
STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3
2687.00 1061.98 2 5 0 0.013 2.0 0.0 1063.08 0.00 60.00
INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING
. . .
STATION INVERT SECT
2647.66 1063.00 2
. . .
STATION INVERT SECT
2852.33 1063.54 2
N
0.013
N
0.013
PHI 4
0.00
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
Ce'"
I F 0 5 1 5 P PAGE NO 3
I ~ATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 10 IS A REACH . . .
I U/S DATA STATION INVERT SECT N RAOIUS ANGLE ANG PT MAN H
3135.36 1067.79 2 0.013 0.00 0.00 0.00 0
I ELEMENT NO 11 IS A TRANSITION . . .
U/S OATA STATION INVERT SECT N
3140.03 1067.90 6 0.013
I ELEMENT NO 12 IS A REACH . . .
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
3335.36 1073.94 6 0.013 0.00 0.00 0.00 0
I ELEMENT NO 13 IS A REACH . . .
U/S DATA STATION INVERT SECT N RAO IUS ANGLE ANG PT MAN H
I ELEMENT NO 3366.34 1075.51 6 0.013 0.00 0.00 0.00 0
14 IS A JUNCTION . . . . . . .
U/S DATA STATION INVERT SECT LAT.l LAT.2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
I 3391.00 1075.67 6 5 5 0.013 3.6 5.4 1077.08 1077.08 78.00 60.00
ELEMENT ND 15 IS A REACH . . .
I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
3647.67 1085.43 6 0.013 0.00 0.00 0.00 0
I ELEMENT NO 16 IS A REACH . . .
U/S OATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H
3652.33 1085.60 6 0.013 0.00 O.DD D.OO 1
I ELEMENT NO 17 IS A REACH . . .
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
3916.09 1094.38 6 0.013 0.00 0.00 0.00 0
I ELEMENT NO 18 IS A JUNCTION . . . . . . .
U/S DATA STATION INVERT SECT LAT-1 LAT.2 N Q3 Q4 INVERT.3 INVERT.4 PHI 3 PHI 4
3923.09 1094.89 3 3 0 0.013 49.9 0.0 1094.71 0.00 45.00 0.00
I ELEMENT NO 19 IS A REACH . . .
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MANH
I 4011.001102.31 3 0.013 0.00 0.00 0.00 0
ELEMENT NO 20 IS A JUNCTION . . . . . . .
U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
liTHE ABOVE ELEMENT CONTAINEO AN 4011.00 1102.31 3 5 0 0.013 4.4 0.0 1103.13 0.00 60.00 0.00
INVERT ELEV ~HICH ~AS NOT GREATER THAN THE PREVIOUS INVERT ELEV -~ARNING
THE ABOVE ELEMENT CONTAINED AN INVERT ELEV ~HICH ~AS NOT GREATER THAN THE PREVIOUS INVERT ELEV -~ARNING
I
I
I
I (/6
I
I
ELEMENT NO
I
ILEMENT NO
ILEMENT NO
ILEMENT NO
lLEMENT NO
I
21 15 A REACH
U/S OATA
22 15 A REACH
U/S DATA
23 15 A REACH
U/S DATA
24 15 A REACH
U/S DATA
25 15 A REACH
U/S DATA
F0515P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
, ,
,
STATION INVERT SECT
4097.67 1109.62 3
N
0.013
, ,
,
STATION INVERT SECT
4102.33 1109.90 3
N
0.013
, ,
,
STATION INVERT SECT
4387.02 1119.46 3
N
0.013
, ,
,
STATION INVERT SECT
4391.68 1119.63 3
N
0.013
, ,
,
STATION INVERT SECT
4532.51 1122.45 3
N
0.013
ELEMENT NO 26 15 A SYSTEM HEADWORKS
I U/S OATA STATION INVERT SECT
4532.51 1122.45 3
o EOIT ERRORS ENCOUNTERED-COMPUTATION 15 NOW BEGINNING
II' WARNING NO.2" - WATER SURFACE ELEVATION GIVEN 15 LESS THAN OR EQUALS
I
I
I
I
I
I
I
I
I
,
.
W 5 ELEV
0.00
PAGE NO 4
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 1
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
INVERT ELEVATION IN HOWKOS, W.S.ELEV = INV + DC
tJ\
---.---.-.------.-
licENsEE: SILVERADO CONSTRUCTORS F0515P PAGE
WATER SURFACE PROFILE LISTING
I STORM DRAIN LINE "VV-IV" - DE PORTOLA ROAD
PASEO DEL SOL STA 22+67.06 TO STA 45+32.51
FILE: 438A RBF JN 15-401438.00 (Revised 3/20/00)
I STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA lD NO. PIER
IIlL/ELEM SO SF AVE HF NORM DEPTH ZR
**********************************************************************************************************************************
I 2267.06 1057.99 5.990 1063.980 220.5 7.80 0.945 1064.925 0.00 4.065 6.00 0.00 0.00 0 0.00
29.11 0.00275 .002609 0.08 4.881 0.00
I 2296.17 1058.07 5.986 1064.056 220.5 7.80 0.945 1065.001 0.00 4.065 6.00 0.00 0.00 0 0.00
IJUNCT STR 0.00000 .002640 0.00 0.00
2296.17 1058.07 6.006 1064.078 219.2 7.75 0.933 1065.011 0.00 4.053 6.00 0.00 0.00 0 0.00
I 272.61 0.00260 .002679 0.73 4.998 0.00
2568.78 1058.78 6.029 1064.809 219.2 7.75 0.933 1065.742 0.00 4.053 6.00 0.00 0.00 0 0.00
IUNCT STR 0.27263 .006339 0.06 0.00
2577.95 1061.28 3.530 1064.810 100.6 10.46 1. 698 1066.506 0.00 3.076 3.50 0.00 0.00 0 0.00
I 109.05 0.00642 .009998 1.09 3.500 0.00
I 2687.00 1061.98 3.920 1065.900 100.6 10.46 1.698 1067.598 0.00 3.076 3.50 0.00 0.00 0 0.00
JUNC! STR 0.00000 .009801 0.00 0.00
I 2687.00 1061.98 4.050 1066.030 98.6 10.25 1.631 1067.661 0.00 3.053 3.50 0.00 0.00 0 0.00
160.66 0.00635 .009604 1.54 3.500 0.00
I 2847.66 1063.00 4.573 1067.573 98.6 10.25 1.631 1069.204 0.00 3.053 3.50 0.00 0.00 0 0.00
ITRANS STR 0.11563 .009604 0.04 0.00
2852.33 1063.54 4.078 1067.618 98.6 10.25 1.631 1069.249 0.00 3.053 3.50 0.00 0.00 0 0.00
I 29.47 0.01502 .009604 0.28 2.367 0.00
2881.80 1063.98 3.922 1067.905 98.6 10.25 1.631 1069.536 0.00 3.053 3.50 0.00 0.00 0 0.00
IIIHYDRAULlC JUMP 0.00
t 2661.80 1063.98 2.272 1066.255 98.6 14.92 3.456 1069.711 0.00 3.053 3.50 0.00 0.00 0 0.00
84.04 0.01502 .017805 1.50 2.367 0.00
I
I 40
-------
_CENSEE: SILVERADO CONSTRUCTORS F0515P PAGE 2
WATER SURFACE PROFILE LISTING
I STORM DRAIN LINE "VV-IVII - DE PORTOlA ROAD
PASEO DEL SOL STA 22+67.06 TO STA 45+32.51
FILE: 438A RBF IN 15-401438.00 (Revised 3/20/00)
ITATlON INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER
IIt/ELEM SO SF AVE HF NORM DEPTH ZR
*******************************...****************....***************************************************************************
12965.64 1065.24 2.189 1067.433 98.6 15.57 3.764 1071.197 0.00 3.053 3.50 0.00 0.00 0 0.00
58.66 0.01502 .019966 1.17 2.367 0.00
13024.50 1066.12 2.103 1068.228 98.6 16.33 4.141 1072.369 0.00 3.053 3.50 0.00 0.00 0 0.00
44.03 0.01502 .022558 0.99 2.367 0.00
13068.53 1066.79 2.021 1068.807 98.6 17.13 4.555 1073.362 0.00 3.053 3.50 0.00 0.00 0 0.00
I 36.03 0.01502 .025520 0.92 2.367 0.00
3104.56 1067.33 1.944 1069.271 98.6 17.96 5.009 1074.280 0.00 3.053 3.50 0.00 0.00 0 0.00
I 30.80 0.01502 .028909 0.89 2.367 0.00
3135.36 1067.79 1.671 1069.661 98.6 18.64 5.511 1075.172 0.00 3.053 3.50 0.00 0.00 0 0.00
IANS STR 0.02355 .030659 0.14 0.00
13140.03 1067.90 2.115 1070.015 98.6 18.51 5.322 1075.337 0.00 2.890 3.00 0.00 0.00 0 0.00
195.33 0.03092 .029337 5.73 2.105 0.00
13335.36 1073.94 2.189 1076.129 98.6 17.84 4.944 1061.073 0.00 2.890 3.00 0.00 0.00 0 0.00
50.98 0.03080 .027340 1.39 2.110 0.00
13386.34 1075.51 2.236 1077.748 98.6 17.43 4.719 1082.467 0.00 2.890 3.00 0.00 0.00 0 0.00
IUNCT STR 0.03433 .032102 0.15 0.00
3391.00 1075.67 1.837 1077.507 89.6 19.75 6.059 1083.566 0.00 2.644 3.00 0.00 0.00 O. 0.00
I 146.79 0.03603 .036761 5.40 1.830 0.00
3537.79 1081. 25 1.864 1063.116 89.6 19.40 5.646 1088.962 0.00 2.644 3.00 0.00 0.00 0 0.00
I 109.88 0.03803 .033903 3.73 1.830 0.00
13647.67 1085.43 1.943 1087.373 89.6 18.50 5.315 1092.688 0.00 2.644 3.00 0.00 0.00 0 0.00
4.66 0.03648 .031794 0.15 1.854 0.00
I
I ""\\
_ICENSEE: SILVERADO CONSTRUCTORS F0515P PAGE 3
WATER SURFACE PROFILE LISTING
I STORM DRAIN LINE "W-IV" - OE PORTOLA ROAD
PASEO OEL SOL STA 22+67.06 TO STA 45+32.51
FILE: 4384 RBF JN 15-40143B.00 (Revised 3/20/00)
I STATION INVERT OEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH OIA 10 NO. PIER
IIlL/ELEM SO SF AVE HF NORM DEPTH ZR
*****************************.**......*......***.************************.***********.*********...**********.*********************
I 3652.33 1085.60 1.946 1087.546 89.6 18.46 5.293 1092.839 0.00 2.844 3.00 0.00 0.00 0 0.00
76.27 0.03329 .030856 2.42 1.913 0.00
I 3730.60 1088.20 1. 984 1090.169 89.6 18.06 5.063 1095.252 0.00 2.844 3.00 0.00 0.00 0 0.00
I 75.84 0.03329 .028354 2.15 1.913 0.00
3806.44 1090.73 2.070 1092.800 89.6 17.21 4.601 1097.401 0.00 2.844 3.00 0.00 0.00 0 0.00
I 40.59 0.03329 .0252n 1.03 1.913 0.00
3847.03 1092.08 2.163 1094.244 89.6 16.41 4.183 1098.427 0.00 2.844 3.00 0.00 0.00 0 0.00
I 26.15 0.03329 .022606 0.59 1.913 0.00
3873.18 1092.95 2.264 1095.216 89.6 15.65 3.803 1099.019 0.00 2.844 3.00 0.00 0.00 0 0.00
I 16.03 0.03329 .020320 0.37 1.913 0.00
I 3891.21 1093.55 2.376 1095.928 89.6 14.92 3.458 1099.386 0.00 2.844 3.00 0.00 0.00 0 0.00
12.71 0.03329 .018392 0.23 1.913 0.00
I 3903.92 1093.97 2.501 1096.476 69.6 14.23 3.144 1099.620 0.00 2.844 3.00 0.00 0.00 0 0.00
8.44 0.03329 .016846 0.14 1.913 0.00
I 3912.36 1094.26 2.646 1096.904 89.6 13.57 2.857 1099.761 0.00 2.844 3.00 0.00 0.00 0 0.00
I 3.73 0.03329 .015897 0.06 1.913 0.00
3916.09 1094.38 2.844 1097.224 69.6 12.93 2.597 1099.821 0.00 2.844 3.00 0.00 0.00 0 0.00
IJUNCT STR 0.07286 .012493 0.09 0.00
3923.09 1094.89 4.935 1099.825 39.7 8.09 1.016 1100.841 0.00 2.123 2.50 0.00 0.00 0 0.00
I 2.97 0.08440 .009368 0.03 0.992 0.00
I 3926.06 1095.14 4.716 1099.657 39.7 8.09 1.016 1100.873 0.00 2.123 2.50 0.00 0.00 0 0.00
HYORAULI C JUMP 0.00
I
I ,,\"V
_ICENSEE: SILVERADO CONSTRUCTORS F0515P PAGE 4
WATER SURFACE PROFILE LISTING
I STORM ORA I N Ll NE "W.IVII - DE PORTOLA ROAD
PASEO DEL SOL STA 22+67.06 TO STA 45+32.51
FILE: 438A RBF IN 15-40143B.00 (Revised 3/20/00)
I STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOII ELEV HEAD GRO.EL. ELEV OEPTH DIA 10 NO. PIER
IIlL/ELEM SO SF AVE HF NORM DEPTH ZR
*************.....**................******....***.****..*****......**......***..*..................*********.**********.......***.
I 3926.06 1095.14 1.014 1096.155 39.7 21.25 7.014 1103.169 0.00 2.123 2.50 0.00 0.00 0 0.00
13.40 0.08440 .On427 1.04 0.992 0.00
I 3939.46 1096.27 1.020 1097.292 39.7 21.06 6.888 1104.1BO 0.00 2.123 2.50 0.00 0.00 0 0.00
I 46.68 0.08440 .071B01 3.35 0.992 0.00
3986.14 1100.21 1. 058 1101.269 39.7 20.08 6.262 1107.531 0.00 2.123 2.50 0.00 0.00 0 0.00
I 24.86 0.08440 .063082 1.57 0.992 0.00
4011.00 1102.31 1. 097 1103.407 39.7 19.15 5.695 1109.102 0.00 2.123 2.50 0.00 0.00 0 0.00
IUNCT STR 0.00000 .065633 0.00 0.00
4011. 00 1102.31 0.972 1103.282 35.3 19.99 6.204 1109.486 0.00 2.017 2.50 0.00 0.00 0 0.00
I 20.45 0.08434 .069805 1.43 0.931 0.00
I 4031.45 1104.04 0.991 1105.026 35.3 19.48 5.693 1110.919 0.00 2.017 2.50 0.00 0.00 0 0.00
23.67 0.08434 .063233 1.50 0.931 0.00
I 4055.12 1106.03 1.027 1107.058 35.3 18.57 5.354 1112.412 0.00 2.017 2.50 0.00 0.00 0 0.00
15.60 0.08434 .055502 0.87 0.931 0.00
I 4070.72 1107.35 1.064 1108.411 35.3 17.71 4.871 1113.282 0.00 2.017 2.50 0.00 0.00 0 0.00
I 11.32 0.08434 .048751 0.55 0.931 0.00
4082.04 1108.30 1.104 1109.406 35.3 16.88 4.425 1113.831 0.00 2.017 2.50 0.00 0.00 0 0.00
I 8.71 0.08434 .042654 0.37 0.931 0.00
4090.75 1109.04 1.145 1110.181 35.3 16.10 4.023 1114.204 0.00 2.017 2.50 0.00 0.00 0 0.00
I 6.92 0.08434 .037680 0.26 0.931 0.00
I 4097.67 1109.62 1.188 1110.808 35.3 15.35 3.658 1114.466 0.00 2.017 2.50 0.00 0.00 0 0.00
4.66 0.06009 .034387 0.16 1.021 0.00
I
I '\'?
I LICENSEE:
I
SILVERADO CONSTRUCTORS F0515P
WATER SURFACE PROFILE LISTING
STORM DRAIN LINE "VV-IV" - DE PORTOLA ROAD
PASEO DEL SOL STA 22+67.06 TO STA 45+32.51
FILE: 438A R8F IN 15-401438.00 (Revised 3/20/00)
I STATION
INVERT
ELEV
DEPTH
OF FLOII
W.S.
ELEV
Q
VEL
VEL
HEAD
ENERGY
GRO.EL.
SUPER CRITICAL
ELEV DEPTH
HGTI
OIA
8ASEI
10 NO.
PAGE
5
ZL
NO AV8PR
PIER
I L/ELEM SO SF AVE HF NORM DEPTH ZR
.****************************************************.**********..**********************.*******.********.....*********************
I 4102.33 1109.90
I
101.23 0.03356
4203.56 1113.30
107.62 0.03356
I 4311.18 1116.91
I
38.58 0.03358
4349.76 1118.21
I
22.28 0.03358
I
4372.04 1118.96
14.98 0.03358
I 4387.02 1119.46
4.66 0.03648
I 4391.68 1119.63
61.99 0.02002
I
4453.67 1120.87
I
32.03 0.02002
4485.70 1121.51
I
18.37 0.02002
4504.07 1121.88
I
11.63 0.02002
I
4515.90 1122.12
7.92 0.02002
I
I
1.206 1111.106
1.210 1114.509
1.256 1118.169
1.304 1119.513
1.355 1120.312
1.409 1120.869
1.435 1121.065
1.485 1122.356
1.545 1123.058
1.610 1123.491
1.679 1123.796
35.3
15.06
35.3
14.98
35.3
14.29
35.3 13.62
35.3
12.99
35.3 12.38
35.3 12.11
35.3
11.62
35.3 11.08
35.3 10.56
35.3
10.07
3.522 1114.628
.033272 3.37
3.486 1117.995
.031063 3.34
3.169 1121.338
.027356
1.06
0.00
0.00
0.00
2.880 1122.393 0.00
.024114
0.54
2.619 1122.931
.021282 0.32
0.00
2.381 1123.250 0.00
.019391
0.09
2.276 1123.341 0.00
.017872
1.11
2.095 1124.451
.015950
0.51
0.00
1.905 1124.963 0.00
.014132
0.26
1.732 1125.223 0.00
.012549
0.15
1.575 1125.371
.011164
0.09
0.00
2.017
2.017
2.017
2.017
2.017
2.017
2.017
2.017
2.017
2.017
2.017
1.203
1.203
1.203
1.203
1.203
1.175
1.406
1.406
1.406
1.406
1.406
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.50
0.00 0.00
0.00 0.00
0.00 0.00
o
0.00
0.00
o
0.00
0.00
o
0.00
0.00
0.00 0.00 0 0.00
0.00 0.00
0.00
o
0.00
0.00
0.00 0.00 0 0.00
0.00
0.00 0.00 0 0.00
0.00 0.00
0.00
o
0.00
0.00
0.00 0.00 0 0.00
0.00
0.00 0.00 0 0.00
0.00 0.00
0.00
o
0.00
0.00
I'\I>v
_ICENSEE:
I
I STATION
PAGE
6
SILVERADO CONSTRUCTORS F0515P
WATER SURFACE PROFILE LISTING
STORM DRAIN LINE "W-IVIl . DE PORTOLA ROAD
PASEO DEL SOL STA 22+67.06 TO STA 45+32.51
FILE: 438A RBF IN 15-401438.00 (Revised 3/20/00)
1. 752 1124.028
1.832 1124.208
1.919 1124.351
2.017 1124.467
Q
ENERGY
GRD.EL.
HGT/
DIA
BASE/
ID NO.
NO AVBPR
PIER
INVERT
ELEV
DEPTH
OF FLOW
W.S.
ELEV
2L
VEL
VEL
HEAD
SUPER CRITICAL
ELEV DEPTH
lL/ELEM SO SF AVE HF NORM DEPTH ZR
**...******........*********....********...***.*****......**..***...***....****...*************........**....**.**.......***......
I 4523.82 1122.28
4.98 0.02002
I 4528.80 1122.38
I 2.82 0.02002
4531.62 1122.43
I 0.69 0.020D2
4532.51 1122.45
I
I
I
I
I
I
I
I
I
I
I
35.3 9.60 1.431 1125.459 0.00 2.017 2.50 O.DO D.OO 0 0.00
.009961 0.05 1. 406 0.00
35.3 9.15 1.301 1125.509 0.00 2.017 2.50 0.00 0.00 0 0.00
.008924 0.03 1.406 0.00
35.3 8.73 1.183 1125.534 0.00 2.017 2.50 0.00 0.00 0 0.00
.008035 0.01 1.406 0.00
35.3 8.32 1.074 1125.541 0.00 2.017 2.50 0.00 0.00 0 0.00
<"y6
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
LATERAL "VV Stage IV-I"
ULTIMATE CONDITION
,\(p
I
I
HEADING LINE NO 1 IS -
I
IIrEADING LINE NO 2 IS -
IItEADING LINE NO 3 IS -
I
I
I
I
I
I
I
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I
I
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I
I
F 0 5 1 5 P
PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
STORM DRAIN LATERAL "IV.111
PASEO DEL SOL (Revised 1/28/00)
FILE: ~ RBF IN 15-401438.00
lf38 ,1/1.. Dn-
"''\.
_ATE:
lIME:
1/28/2000
11:19
F0515P
WATER SURFACE PROFILE - CHANNEL OEFINITION LISTING
PAGE
I CARD
CODE
SECT CHN NO OF AVE PIER HEIGHT 1 BASE
NO TYPE PIERS WIDTH OIAMETER WIDTH
ZL
ZR
INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
DROP
ICD 4 1.50
I
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I "yV
3 IS A SYSTEM HEADWORKS
U/S OATA STATION INVERT SECT
1027.67 1064.53 1
10 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
. WARNING NO.2.. - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION
I
I
ELEMENT NO
I
I ELEMENT NO
I ElEMENT NO
I
I
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F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
IS A SYSTEM OUTLET. * *
U/S DATA STATION INVERT SECT
1001.88 1063.0B 1
2 IS A REACH
U/S DATA
. .
.
STATION INVERT SECT
1027.67 1064.53 1
N
0.013
.
.
W S ELEV
1066.00
W S ELEV
0.00
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
IN HOWKeS, W.S.ELEV = INV . DC
"\~
lICENSEE:
I
ISTATION
SILVERADO CONSTRUCTORS F0515P
WATER SURFACE PROFILE LISTING
STORM DRAIN LATERAL IIIV-1"
PASEO DEL SOL (Revised 1/28/00)
FILE: 438LA1 R8F IN 15-401438.00
INVERT
ELEV
DEPTH
OF FLOW
W.S.
ELEV
Q
VEL
VEL
HEAD
ENERGY
GRD.EL.
SUPER CRITICAL
ELEV DEPTH
HGTI
DIA
PAGE
BASEl
ID NO.
NO AVBPR
PIER
ZL
IL/ELEM SO SF AVE HF NORM DEPTH ZR
*********************************************************************************..*....******************************************
1 1001.88 1063.08
25.53 0.05622
1 1027.41 1064.52
0.26 0.05622
11027.67 1064.53
I
I
I
I
I
I I
I
I
I
I
I
1
2.920 1066.000
2.6
1.47
0.034 1066.034 0.00
0.611
1.50
.000606
0.02
0.320
1.500 1066.016
2.6
1.47
0.034 1066.050 0.00
0.611
1.50
.000581
0.00
0.320
1.485 1066.015
2.6
1.47
0.034 1066.049 0.00
0.611
1.50
cr...n-.e.y t.6s~ <!. Os .: lZ.(-t,J= lZ/1'17Z):: 0.0'1
(j I ~"I."I
~AX W<f,. &1. -= 0,0<( 1- IO~~,OZ ': IO"~. 0&
0.00 0.00 0 0.00
0.00
0.00 0.00 0 0.00
0.00
0.00 0.00 0 0.00
ftP
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LATERAL "VV Stage IV-2"
ULTIMATE CONDITION
~
I
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HEADING LINE NO 1 IS -
I
IIrEAOING LINE NO 2 IS -
IItEAOING LINE NO 3 IS -
I
I
I
I
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FOS1SP
PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
STORM DRAIN LATERAL Stage "IV.21l
PASEO OEL SOL (Revised 3/20/00)
FILE: ~ R8F IN 15-401438.00
f36 f'lz. . 041"
ro1/
I
ATE:
fME:
3/20/2000
16:43
WATER SURFACE PROFILE
FOS1SP
CHANNEL DEFINITION LISTING
PAGE
lARD
ODE
SECT CHN NO OF AVE PIER HEIGHT 1 BASE
NO TYPE PIERS WIDTH DIAMETER WIDTH
2L
2R
INV Y(1) Y(Z) Y(3) Y(4) yeS) Y(6) Y(7) Y(6) Y(9) Y(10)
DROP
10 4 l.S0
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I ELEMENT NO
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
IS A SYSTEM OUTLET' .
U/S DATA STATION INVERT
1001.73 10n.08
.
SECT
1
2 IS A REACH
U/S DATA
. .
.
STATION INVERT SECT
1008.65 10n.85 1
N
0.013
3 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
1008.85 l0n.65 1
10 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS
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W S ELEV
10n.75
.
W S ELEV
0.00
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
INVERT ELEVATION IN HOWKOS, W.S.ELEV . INV + DC
ttj\
_ICENSEE: SILVERADO CONSTRUCTORS F0515P PAGE
WATER SURFACE PROFILE LISTING
I STORM DRAIN LATERAL Stage IIIV-211
PASEO DEL SOL (Revised 3/20/00)
FILE: 438LA2 RBF IN 15-401438.00
I STATION INVERT OEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLO~ ELEV HEAO GRD.EL. ELEV DEPTH OIA ID NO. PIER
IIlL/ELEM SO SF AVE HF NORM OEPTH ZR
*************************************************************************************************************.****************....
I 1001. 73 10n.08 0.651 10n.731 7.2 9.76 1.486 1079.Z17 0.00 1.039 1.50 0.00 0.00 0 0.00
0.00 0.10615 .030724 0.00 0.460 0.00
I 1001.73 10n.08 0.651 10n.731 7.2 9.78 1.486 1079.217 0.00 1.039 1.50 0.00 0.00 0 0.00
I 1.40 0.10815 .028807 0.04 0.460 0.00
1003.13 10n.23 0.675 10n.906 7.2 9.33 1.351 1079.257 0.00 1. 039 1.50 0.00 0.00 0 0.00
I 1.18 0.10815 .025318 0.03 0.460 0.00
1004.31 10n.36 0.700 1078.059 7.2 8.89 1.227 1079.286 0.00 1. 039 1.50 0.00 0.00 0 0.00
I 0.98 0.10815 .022274 0.02 0.460 0.00
1005.29 10n.46 0.727 1078.192 7.2 8.47 1.114 1079.306 0.00 1. 039 1.50 0.00 0.00 0 0.00
I 0.83 0.10615 .019615 0.02 0.460 0.00
I 1006.12 10n.56 0.755 1076.310 7.2 8.08 1.014 1079.324 0.00 1. 039 1.50 0.00 0.00 0 0.00
0.69 0.10815 .017280 0.01 0.460 0.00
I 1006.81 10n.63 0.784 1076.414 7.2 7.70 0.921 1079.335 0.00 1.039 1.50 0.00 0.00 0 0.00
0.56 0.10815 .015229 0.01 0.460 0.00
I 1007.39 10n.69 0.814 1078.506 7.2 7.35 0.838 1079.344 0.00 1.039 1.50 0.00 0.00 0 0.00
I 0.47 0.10815 .013432 0.01 0.460 0.00
1007.86 1077.74 0.846 1078.589 7.2 7.00 0.762 1079.351 0.00 1. 039 1.50 0.00 0.00 0 0.00
I 0.37 0.10815 .011865 0.00 0.460 0.00
1008.Z3 10n.78 0.880 1078.662 7.2 6.68 0.693 1079.355 0.00 1.039 1.50 0.00 0.00 0 0.00
I 0.27 0.10815 .010495 0.00 0.460 0.00
I 1008.50 'On.81 0.916 1078.728 7.2 6.37 0.629 1079.357 0.00 1. 039 1.50 0.00 0.00 0 0.00
0.20 0.10615 .009296 0.00 0.460 0.00
I
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LICENSEE:
SILVERAOO CONSTRUCTORS
F0515P
WATER SURFACE PROFILE LISTING
STORM DRAIN LATERAL Stage "IV-2"
PASEO DEL SOL (Revised 3/20/00)
FILE: 438LA2 RBF IN 15-401436.00
PAGE
2
I
I STATION
INVERT
ELEV
DEPTH
OF FLOW
W.S.
ELEV
Q
VEL
VEL
HEAD
ENERGY
GRO.EL.
SUPER CRITICAL
ELEV DEPTH
HGTI
OIA
BASEl
10 NO.
ZL
NO AVBPR
PIER
I LIELEM SO SF AVE HF NORM DEPTH ZR
*******************************.***********************************************************.*.*******.***************************.*
I 1008.70 1077.83 0.954 1078.787 7.2 6.07 0.572 1079.359 0.00 1.039 1.50 0.00 0.00 0 0.00
0.12 0.10815 .008246 0.00 0.460 0.00
I 1008.82 1077.65 0.994 1078.840 7.2 5.79 0.520 1079.360 0.00 1.039 1.50 0.00 0.00 0 0.00
I 0.03 0.10815 .007324 0.00 0.460 0.00
1008.85 1077.85 1. 039 1076.689 7.2 5.51 0.472 1079.361 0.00 1.039 1.50 0.00 0.00 0 0.00
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ULTIMATE CONDITION
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IIrEADING LINE NO 3 IS -
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F 0 5 1 5 P
PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
STORM DRAIN LATERAL Stage "IV.3"
PASEO OEL SOL
FILE: ~ R8F IN 15-401438
13'3lv3.0Jrr
tIP
lATE:
lIME:
3/20/2000
16:44
WATER SURFACE PROFILE
FOS1SP
CHANNEL DEFINITION LISTING
PAGE
lARD
ODE
SECT CHN NO OF AVE PIER HEIGHT 1 BASE
NO TYPE PIERS WIDTH DIAMETER WIDTH
ZL
ZR
INV Y(l) Y(2) Y(3) Y(4) YeS) Y(6) Y(7) Y(8) Y(9) Y(l0)
DROP
fD 4 1.50
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F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT
1001.52 1077.08 1
2 IS A REACH
U/S DATA
. .
.
STATION INVERT SECT
1025.52 1076.03 1
N
0.013
3 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
1025.52 1078.03 1
I EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW 8EGINNING
WARNING NO.2.. - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS
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W S ELEV
1077.75
.
W S ELEV
0.00
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
INVERT ELEVATION IN HDWKeS, W.S.ELEV = INV + DC
Of)
I F0515P PAGE
ICENSEE: SILVERADO CONSTRUCTORS
WATER SURFACE PROFILE LISTING
. STORM DRAIN LATERAL Stage lIIV-31l
PASEO DEL SOL
FILE: 438LA3 RBF IN 15-401438
ITATlON INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl 2L NO AVBPR
ELEV OF FLOII ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER
~/ELEM SO SF AVE HF NORM DEPTH 2R
*******************************************************************.*********************************************************.***
11001.52 1077.08 0.541 1077.621 4.9 8.54 1.132 1078.753 0.00 0.851 1.50 0.00 0.00 0 0.00
2.47 0.03958 .027524 0.07 0.500 0.00
.1003.99 1077.18 0.547 1077.725 4.9 8.40 1.097 1078.822 0.00 0.851 1.50 0.00 0.00 0 0.00
I 5.64 0.03958 .025262 0.14 0.500 0.00
1077.40 0.566 1077.967 4.9 8.01 0.995 1078.962 0.00 0.651 1.50 0.00 0.00 0 0.00
1009.63
I 3.99 0.03958 .022156 0.09 0.500 0.00
1013.62 1077.56 0.587 1078.146 4.9 7.64 0.907 1079.053 0.00 0.851 1.50 0.00 0.00 0 0.00
I 3.05 0.03958 .019444 0.06 0.500 0.00
.1016.67 1077.68 0.608 1078.288 4.9 7.28 0.823 1079.111 0.00 0.851 1.50 0.00 0.00 0 0.00
0.03958 .017063 0.04 0.500 0.00
2.34
11019.01 1077.77 0.630 1078.402 4.9 6.94 0.748 1079.150 0.00 0.651 1.50 0.00 0.00 0 0.00
1.80 0.03958 .014989 0.03 0.500 0.00
I 1020.81 1077.84 0.654 1078.497 4.9 6.62 0.681 1079.176 0.00 0.851 1.50 0.00 0.00 0 0.00
1.43 0.03958 .013175 0.02 0.500 0.00
11022.24
1077.90 0.678 1078.578 4.9 6.31 0.619 1079.197 0.00 0.851 1.50 0.00 0.00 0 0.00
I 1.12 0.03958 .011579 0.01 0.500 0.00
1023.36 1077.94 0.703 1078.647 4.9 6.02 0.563 1079.210 0.00 0.851 1.50 0.00 0.00 0 0.00
I 0.82 0.03958 .010185 0.01 0.500 0.00
1024.18 1077.98 0.730 1078.707 4.9 5.74 0.511 1079.218 0.00 0.651 1.50 0.00 0.00 0 0.00
I 0.63 0.03958 .008963 0.01 0.500 0.00
I 1024.61 1078.00 0.757 1078.759 4.9 5.47 0.465 1079.224 0.00 0.851 1.50 0.00 0.00 0 0.00
0.39 0.03958 .007895 0.00 0.500 0.00
I
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_ICENSEE:
SILVERADO CONSTRUCTORS
I
I STATION
INVERT
ELEV
F0515P
WATER SURFACE PROFILE LISTING
STORM DRAIN LATERAL Stage IIIV~3"
PASEO DEL SOL
FILE: 438LA3 RBF IN 15-401438
DEPTH
OF FLOW
W.S.
ELEV
Q
VEL
VEL
HEAD
ENERGY
GRD.EL.
SUPER CR IT I CAL
ELEV DEPTH
HGTI
OIA
PAGE
2
BASEl
ID NO.
ZL
NO AVBPR
PIER
.1
L/ELEM SO SF AVE HF NORM DEPTH ZR
***.**********************************************************************.*****..******************************************...***
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1.50
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LATERAL "VV Stage IV-4"
ULTIMATE CONDITION
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lEADING LINE NO 2 IS -
IIEADING LINE NO 3 IS -
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F D 5 1 5 P
PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
STORM DRAIN lATERAL "!V.41l
PASEO DEL SOL (Revised 1/28/00)
FILE: ~ R8F IN 15-401438
q3dN1. P..tr
~
I
HE:
fE:
2/ 2/2000
8:13
FOS1SP
WATER SURFACE PROFILE CHANNEL DEFINITION LISTING
PAGE
t~
SECT CHN NO OF AVE PIER HEIGHT 1 BASE
NO TYPE PIERS WIDTH DIAMETER WIDTH
ZL
2R
INV Y(') Y(2) Y(3) Y(4) yeS) Y(6) Y(7) Y(8) T(9) T(10)
DROP
r 4 1.50
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3 IS A SYSTEM HEAOWORKS
UIS DATA STATION INVERT SECT
1028.59 1104.55 1
10 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
. WARNING NO.2.. - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION
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tLEMENT NO
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WATER SURFACE PROFILE - ELEMENT CARD LISTING
IS A SYSTEM OUTLET. ..
UIS DATA STATION INVERT SECT
1001.17 1103.12 1
2 IS A REACH
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. .
.
STATION INVERT SECT
1028.59 1104.55 1
N
0.013
.
.
W S ELEV
1103.41
W S ELEV
0.00
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
IN HDWKDS, W.S.ELEV = INV + OC
*
_ICENSEE: SILVERADO CONSTRUCTORS F0515P PAGE
I WATER SURFACE PROFILE LISTING
STORM DRAIN LATERAL IIIV.4"
PASEO DEL SOL (Revised 1/28/00)
FILE: 438LA4 RBF IN 15.401438
ISTATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AV8PR
ELEV OF FLOW ELEV HEAD ORD. EL. ELEV DEPTH DIA 10 NO. PIER
IILIELEM SO SF AVE HF NORM DEPTH ZR
******************************************************.***************************************************************************
I 1001. 17 1103.12 0.550 1103.670 5.8 9.88 1.516 1105.186 0.00 0.930 1.50 0.00 0.00 0 0.00
0.74 0.05215 .036835 0.03 0.500 0.00
I 1001.91 1103.16 0.551 1103.709 5.8 9.83 1.501 1105.210 0.00 0.930 1.50 0.00 0.00 0 0.00
I 6.52 0.05215 .034285 0.22 0.500 0.00
1008.43 1103.50 0.571 1104.069 5.8 9.37 1. 363 1105.432 0.00 0.930 1.50 0.00 0.00 0 0.00
I 4.67 0.05215 .030086 0.14 0.500 0.00
1013.10 1103.74 0.592 1104.334 5.8 8.94 1.240 1105.574 0.00 0.930 1.50 0.00 0.00 0 0.00
I 3.56 0.05215 .026399 0.09 0.500 0.00
1016.66 1103.93 0.613 1104.541 5.8 6.52 1.126 1105.667 0.00 0.930 1.50 0.00 0.00 0 0.00
I
2.75 0.05215 .023175 0.06 0.500 0.00
I 1019.41 1104.07 0.636 1104.707 5.8 8.12 1.025 1105.732 0.00 0.930 1.50 0.00 0.00 0 0.00
2.20 0.05215 .020357 0.04 0.500 0.00
I 1021.61 1104.19 0.659 1104.845 5.8 7.74 0.931 1105.776 0.00 0.930 1.50 0.00 0.00 0 0.00
1.75 0.05215 .017889 0.03 0.500 0.00
I 1023.36 1104.28 0.684 1104.961 5.8 7.39 0.848 1105.809 0.00 0.930 1.50 0.00 0.00 0 0.00
I 1.43 0.05215 .015728 0.02 0.500 0.00
1024.79 1104.35 0.709 1105.061 5.8 7.05 0.771 1105.832 0.00 0.930 1.50 0.00 0.00 0 0.00
I 1. 12 0.05215 .013833 0.02 0.500 0.00
1025.91 1104.41 0.736 1105.146 5.8 6.71 0.700 1105.846 0.00 0.930 1.50 0.00 0.00 0 0.00
I 0.89 0.05215 .012179 0.01 0.500 0.00
I 1026.80 1104.46 0.764 1105.221 5.6 6.40 0.636 1105.857 0.00 0.930 1.50 0.00 0.00 0 0.00
0.00
0.67 0.05215 .010732 0.01 0.500
I
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I 2
. I CENSEE: SIlVERAOO CONSTRUCTORS F0515P PAGE
I WATER SURFACE PROFilE lISTING
STORM DRAIN lATERAL IIIV-4u
PASEO DEL SOL (Revised 1/28/00)
FilE: 438lA4 R6F IN 15-401438
lTATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI 8ASEI Zl NO AVBPR
ElEV OF FLOW ElEV HEAO GRO.El. ElEV DEPTH OIA 10 NO. PIER
IIl/ElEM SO SF AVE HF NORM DEPTH ZR
**********************.****************..**..*************...********************************....*********************************
.1027.47 1104.49 0.794 1105.286 5.8 6.11 0.579 1105.865 0.00 0.930 1.50 0.00 0.00 0 0.00
0.51 0.05215 .009466 0.00 0.500 0.00
11027.98 1104.52 0.825 1105.343 5.8 5.82 0.527 1105.870 0.00 0.930 1.50 0.00 0.00 0 0.00
I 0.36 0.05215 .008352 0.00 0.500 0.00
1104.54 0.857 1105.394 5.8 5.55 0.478 1105.872 0.00 0.930 1.50 0.00 0.00 0 0.00
1028.34
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1028.53 1104.55 0.892 1105.439 5.8 5.29 0.435 1105.874 0.00 0.930 1.50 0.00 0.00 0 0.00
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LATERAL "VV Stage IV-5"
ULTIMATE CONDITION
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JIroING LINE NO 3 IS -
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F 0 5 1 5 P
PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
STORM DRAIN LATERAL "IV-51!
PASEO DEL SOL (Revised 1/28/00)
FILE: 4~ RBF IN 15-401438.00
'938 n'S.Dl/f
~
I
DATE:
,ME:
1/29/2000
10:46
WATER SURFACE PROFILE
F0515P
CHANNEL DEFINITION LISTING
PAGE
lARD
ODE
SECT CHN NO OF AVE PIER HEIGHT 1 BASE
NO TYPE PIERS WIDTH DIAMETER WIDTH
ZL
ZR
INV
DROP
Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
r 4 1.50
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FOS1SP
WATER SURFACE PROFILE - ELEMENT CARD LISTING
IS A SYSTEM OUTLET * *.
U/S DATA STATION INVERT SECT
1002.97 1060.62 1
2 IS A REACH
U/S OATA
. .
.
STATION INVERT SECT
1007.67 1061.09 1
N
0.013
.
3 IS A SYSTEM HEADWORKS
U/S OATA STATION INVERT SECT
1007.67 1061.09 1
I EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS
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W S ELEV
1064.07
.
W S ELEV
0.00
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
INVERT ELEVATION IN HOWKDS, W.S.ELEV = INV + DC
\01/
I
LICENSEE: SILVERADO CONSTRUCTORS
F0515P
WATER SURFACE PROFILE LISTING
PAGE
I
STORM DRAIN LATERAL "IY-SII
PASEO DEL SOL (Revised 1/28/00)
FILE: 438VV2 RBF IN 15-401438.00
ITATION
INVERT
ELEV
OEPTH
OF FLOW
W.S.
ELEV
Q
VEL
VEL
HEAD
ENERGY
GRD. EL.
SUPER CR IT I CAL
ELEV DEPTH
HGTI
OIA
BASEl
ID NO.
ZL NO AVBPR
PIER
I/ELEM SO SF AVE HF NORM DEPTH ZR
**********........*******..***.********...***..........*.........**...***********...******************.****..**.*******************
1111002.97 1060.62
3.450 1064.070
1.3
0.74
0.008 1064.078 0.00
0.427
1.50
0.00 0.00 0 0.00
4.70
11007.67
D.10DOO
.000153 0.00
D.200
0.00
1061.09
2.981
1064.071
1.3
0.74
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1.50
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LINE "C"
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HEADING LINE NO 1 IS -
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IIrADING LINE NO 2 IS -
IIfADING LINE NO 3 IS -
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F 0 S 1 S P
PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
STORM DRAIN LINE lie"
PASEO DEL SOL (Revised 3/20/00)
FILE: 438C RBF IN 1S-401438.0D1
\'O~
I
DATE:
lIME:
3/20/2000
18:39
WATER SURFACE PROFILE
FOS1SP
CHANNEL DEFINITION LISTING
PAGE
I CARD
COOE
SECT CHN NO OF AVE PIER HEIGHT 1 BASE
NO TYPE PIERS WIDTH DIAMETER WIDTH
ZL
ZR
INV YIl) Y(2) Y(3) Y(4) YIS) Y(6) Y(7) Y(8) Y(9) Y(10)
DRDP
ICD 1 4 4.0D
CD 2 4 l.S0
CD 3 4 2.00
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F 0 5 1 5 P PAGE ND 2
I WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO IS A SYSTEM OUTLET . . .
I UIS DATA STATION INVERT SECT W S ELEV
4010.54 1059.78 1 1064.81
ILEMENT NO 2 IS A REACH . . .
UIS DATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H
4026.62 1059.84 1 0.013 0.00 0.00 0.00 0
tLEMENT NO 3 IS A REACH . . .
UIS OATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H
4056.71 1059.84 1 0.013 45.00 38.20 0.00 0
ILEMENT NO 4 I S A JUNCTI ON . . . . . . .
UIS DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
I 4061.37 1059.98 1 2 2 0.013 5.1 2.1 1061.22 1061.22 60.00 75.00
5 . . .
ELEMENT NO IS A REACH
UIS OATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H
I 4071. 90 1060.03 1 0.013 45.00 13.20 0.00 0
ELEMENT NO 6 IS A REACH . . .
I UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
4103.78 1060.20 1 0.013 0.00 0.00 0.00 0
rLEMENT NO 7 IS A REACH . . .
UIS OATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
4206.26 1060.56 1 0.013 999_00 5.50 0.00 0
IELEMENT NO 8 I S A JUNCTI ON . . . . . . .
UIS DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
4210.92 1060.58 1 2 0 0.013 6.8 0.0 1063.06 0.00 45.00 0.00
IELEMENT NO 9 IS A REACH . . .
UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
IELEMENT NO 4646.80 1062.33 1 0.013 999.00 25.00 0.00 0
10 IS A REACH . . .
UIS OATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
I 4660.12 lD62.38 1 0.013 22.50 34.00 0.00 0
ELEMENT NO 11 IS A JUNCTION . . . . . . .
I UIS DATA STATION INVERT SECT LAT-' LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
4664.78 1062.40 1 3 0 0.013 8_5 0.0 1063.36 0.00 75.00 0.00
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F 0 5 1 5 P PAGE ND 3
I WATER SURFACE PROFILE - ELEMENT CARD LISTING
.ELEMENT NO 12 IS A REACH . . .
UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
4676.97 1062.45 1 D.013 22.50 31.00 0.00 0
rLEMENT NO 13 IS A REACH . . .
UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
4729.70 1062.66 1 0.013 0.00 0.00 0.00 0
ILEMENT NO 14 IS A REACH . . .
UIS OATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
4754.90 1062.76 1 0.013 45.00 34.50 0.00 0
ILEMENT NO 15 IS A SYSTEM HEADWORKS . .
UIS DATA STATION INVERT SECT W S ELEV
~ 4754.90 1062.76 1 0.00
EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
.. WARNING NO.2" . WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
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LICENSEE: SILVERADO CONSTRUCTORS FD515P PAGE
I WATER SURFACE PROFILE LISTING
STORM DRAIN LINE lIe"
PASEO DEL SOL IRevised 3/20/00)
FILE: 438C RBF IN 15-401438.0D1
ISTATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD. EL. ELEV DEPTH DIA ID NO. PIER
I LIELEM SO SF AVE HF NORM DEPTH ZR
................**.**********************.*********.*******************************************************************.**.**.*....
I 4010.54 1059.78 5.030 1064.810 98.4 7.83 0.952 1065.762 0.00 3.007 4.00 0.00 0.00 0 0.00
16.08 0.00373 .004693 0.08 4.000 0.00
I 4026.62 1059.84 5.045 1064.885 98.4 7.83 0.952 1065.837 0.00 3.007 4.0D 0.00 0.00 0 0.00
I 30.09 O.OOODO .004693 0.14 O.ODO 0.00
4056.71 1059.84 5.311 1065.151 98.4 7.83 0.952 1066.103 0.00 3.007 4.00 0.00 0.00 0 0.00
IUNCT STR 0.03004 .004362 0.02 0.00
4061.37 1059.98 5.440 1065.420 91.2 7.26 0.818 1066.238 0.00 2.896 4.00 0.00 0.00 0 0.00
I 10.53 0.00475 .004031 0.04 3.026 0.00
I 4071. 90 1060.03 5.495 1065.525 91.2 7.26 0.818 1066.343 0.00 2.896 4.00 D.OO O.OD 0 0.00
31.88 0.00533 .004031 0.13 2.883 0.00
I 4103.78 1060.20 5.453 1065.653 91.2 7.26 0.818 1066.471 0.00 2.896. 4.00 0.00 0.00 0 0.00
102.48 0.00351 .004031 0.41 3.650 0.00
I 4206.26 1060.56 5.547 1066.107 91.2 7.26 0.818 1066.925 0.00 2.896 4.00 0.00 0.00 0 0.00
rUNCT STR 0.00429 .003742 0.02 0.00
1060.58 5.733 1066.313 84.4 6.72 0.700 1067.013 0.00 2.785 4.00 0.00 0.00 0 0.00
4210.92
I 435.88 0.00402 .003452 1.50 3.044 0.00
4646.80 1062.33 5.562 1067.892 84.4 6.72 0.700 1068.592 0.00 2.785 4.00 0.00 0.00 0 0.00
I 13.32 0.OD375 .003452 0.05 3.140 0.00
4660.12 1D62.38 5.644 1068.024 84.4 6.72 D.700 1068.724 0.00 2.785 4.00 0.00 0.00 0 0.00
IJUNCT STR
0.00429 .003122 0.01 0.00
I 4664.78 1062.40 5.892 1068.292 75.9 6.04 0.567 1068.859 0.00 2.637 4.00 0.00 0.00 0 0.00
12.19 0.00410 .002792 0.03 2.768 0.00
I
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LICENSEE: SILVERADO CONSTRUCTORS
I
ITATION
F0515P
WATER SURFACE PROFILE LISTING
STORM DRAIN LINE "C"
PASEO DEL SOL IRevised 3/20/00)
FILE: 438C RBF IN 15'401438.001
INVERT
ELEV
DEPTH
OF FLOW
W.S.
ELEV
Q
VEL
VEL
HEAD
ENERGY
GRD.EL.
SUPER CR IT I CAL
ELEV DEPTH
HGTI
DIA
PAGE
2
BASEl
ID NO.
ZL
NO AVBPR
PIER
~/ELEM SO SF AVE HF NORM DEPTH ZR
******..*******************************...*********.*.**....*......******....*****.**........***.*****.****.**.**********.*.*.*****
14676.97
52.73
14729.70
1 25.20
4754.90
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1062.45 5.942 1068.392 75.9 6.04 0.567 1068.959 0.00 2.637 4.00 0.00 0.00 0 0.00
0.00398 .002792 0.15 2.800 0.00
1062.66 5.880 1068.540 75.9 6.04 0.567 1069.107 0.00 2.637 4.00 0.00 0.00 0 0.00
0.00397 .002792 0.07 2.803 0.00
1062.76 5.920 1068.680 75.9 6.04 0.567 1069.247 0.00 2.637 4.00 O.OD D.OD 0 0.00
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ULTIMATE CONDITION
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lADING LI NE NO 2 IS -
lADING LINE NO 3 IS -
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F 0 5 1 5 P
PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
STORM DRAIN LATERAL "C-lll
PASEO DEL SOL
FILE:438LC1 RBF IN 15-4D1438 (REVISED 4/1D/OD)
\\V
I
.ATE:
IE:
4/1 012000
17:53
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
PAGE
IRD
DE
SECT CHN NO OF AVE PIER HEIGHT 1 BASE
NO TYPE PIERS WIDTH DIAMETER WIDTH
ZL
ZR
INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) YI?) Y(8) Y(9) YII0)
DROP
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IEMENT NO
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F D 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT
2001.881061.28 1
2 IS A REACH
UIS DATA
. .
.
STATION INVERT SECT
2020.661061.9D 1
N
D.013
3 IS A SYSTEM HEADWORKS
UIS DATA STATION INVERT SECT
2D20.661061.90 1
IEDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS
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.
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PAGE NO 2
RADIUS ANGLE ANG PT MAN H
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INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
\\PI..
I
ICENSEE: R.B.F. & ASSOC. - SAN DIEGO
I
IATION
F0515P
WATER SURFACE PROFILE LISTING
PAGE
STORM DRAIN LATERAL "C-1"
PASEO DEL SOL
FILE:438LC1 RBF IN 15-401438 IREVISED 4/10/0Dl
INVERT
ELEV
DEPTH
OF FLOW
\.I.S.
ELEV
o
VEL
VEL
HEAD
ENERGY
GRD.EL.
SUPER CR I TI CAL
ELEV DEPTH
HGTI
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ID NO.
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PIER
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*********************************************************************************************************************************
12001.88
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0.033Dl .000522 0.01 0.360 0.00
1061.90 3.530 1065.430 2.4 1.36 0.029 1065.459 0.00 0.586 1.50 0.00 0.00 0 0.00
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ULTIMATE CONDITION
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lADING LINE NO 2 IS -
lADING LI NE NO 3 IS -
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F 0 5 1 5 P
PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
STORM DRAIN LATERAL "C-2"
PASEO DEL SOL
FILE:438LC2 RBF IN 15-401438 IREVISED 4/10/00)
,,'\
I
ATE:
fE:
4/1 D/2DDD
18: 2
WATER SURFACE PROFILE
FD515P
CHANNEL DEFINITION LISTING
PAGE
IRD
DE
SECT CHN NO OF AVE PIER HEIGHT 1 BASE
NO TYPE PIERS WIDTH DIAMETER WIDTH
ZL
ZR
INV
DROP
Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
r 4 1.5D
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I ~ATER SURFACE PROFILE. ELEMENT CARD LI STI NG
IEMENT NO IS A SYSTEM OUTLET . . .
U/S DATA STATION INVERT SECT
2001.93 1D61.43 1
IEMENT NO 2 IS A REACH . . .
UIS DATA STATION INVERT SECT N
2D4D.41 1065.58 1 0.013
W S ELEV
1065.42
IEMENT NO
3 IS A SYSTEM HEAD~ORKS
UIS DATA STATION INVERT SECT
2D40.41 1065.58 1
IEDIT ERRORS ENCOUNTERED-COMPUTATION IS NO~ BEGINNING
~ARNING NO.2" - ~ATER SURFACE ELEVATION GIVEN IS LESS THAN OR
.
.
~ S ELEV
0.00
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 O.DO 0
EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
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\,0....
I
IENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE
WATER SURFACE PROFILE LI STI NG
STORM DRAIN LATERAL "C.2"
'. PASEO DEL SOL
FILE:438LC2 RBF IN 15-401438 (REVISED 4/10/00)
rATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO A VBPR
ELEV OF FLOW ELEV HEAD GRD. EL. ELEV DEPTH DIA ID NO. PIER
./ELEM SO SF AVE HF NORM DEPTH ZR
lIt********************************************************************************************************************************
20D1. 93 1061.43 3.99D 1065.42D 6.1 3.45 0.185 1065.605 0.00 0.954 1.50 0.00 0.00 0 D.OD
II 22.07 0.10785 .DD3372 0.07 0.430 0.00
1063.81 1.699 1065.510 6.1 3.45 0.185 1065.695 0.00 0.954 1.50 O.OD 0.00 0 O.DO
2024.00
rlRAULIC JUMP O.OD
,
,024.00 1063.81 0.507 1064.318 6.1 11.60 2.088 1066.406 0.00 D.954 1.50 D.OD O.DO D D.DO
2.87 0.10785 .052032 0.15 D.43D D.OD
,ID26.87 1064.12 0.525 1064.644 6.1 11.D5 1. 896 1066.540 0.00 0.954 1.50 0.00 O.DO 0 D.DD
I
I 2.45 D.l0785 .045429 0.11 0.430 0.00
/ID29.32 1064.38 D.544 1064.928 6.1 10.54 1.724' ID66.652 0.00 0.954 1.50 D.DD O.DD D 0.00
l 2.Dl 0.10785 .039851' D.D8 D.430 D.DO
I 0.564 6.1 10.03 1. 563 1D66.727 D.954 1.50 O.OD 0.00 0 0.00
I 031.33 ID64.60 1065.164 0.00
II 1.67 0.10785 .034958 0.06 0.430 0.00
I 1064.78 0.584 1065.365 6.1 9.58 1.424 1066.789 0.00 0.954 1.50 0.00 0.00 0 0.00
' 2033.00
II 1.41 D.10785 .030661 0.04 0.430 O.DD
1034.41 ID64.93 0.605 lD65.537 6.1 9.12 1.291 1066.828 0.00 0.954 1.50 0.00 O.DD 0 O.DD
I 1.18 D.1D785 .026908 0.03 D.430 0.00
r035.59 1065.06 0.627 1065.687 6.1 8.70 1. 176 1066.863 0.00 0.954 1.50 0.00 0.00 0 0.00
0.99 0.lD785 .D23627 0.02 0.430 0.00
12036.58 1065.17 0.650 1065.817 6.1 8.30 1. 070 1066.887 0.00 0.954 1.50 D.OO 0.00 D D.DD
0.84 0.10785 . D2D756 0.02 D.430 O.DO
.2D37.42 1065.26 0.674 1065.932 6.1 7.91 0.972 lD66.904 O.OD 0.954 1.50 D.DD O.DD D D.DO
. 0.70 0.10785 .018252 0.01 0.430 0.00
I \19
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! IENSEE: R.B. F. & ASSOC. - SAN DIEGO F0515P PAGE 2
WATER SURFACE PROFILE LI ST I NG
rl STORM DRAIN LATERAL IIc-2"
PASEO DEL SOL
I FILE:438LC2 RBF IN 15-401438 IREVISED 4/10/00)
,
: rATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO A VBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
IIfELEM SO SF AVE HF NORM DEPTH ZR
********************************************************************************************************************************
2D38.12 1065.33 0.70D 1066.D33 6.1 7.54 0.8B3 lD66.916 0.00 0.954 1.5D 0.00 0.00 0 0.00
II 0.59 D.l0785 .D16D60 D.01 D.43D 0.00
I
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(03B.71 1065.4D 0.726 1D66.122 6.1 7.19 0.803 1D66.925 O.DO D.954 1.5D O.DD D.DD D 0.00
I 0.48 0.10785 .014135 0.01 0.430 D.OO
:1039.19 1065.45 0.754 1066.202 6.1 6.85 0.729 1066.931 0.00 0.954 1.5D 0.00 0.00 0 0.00
D.39 D.ID7B5 .012452 O.DO 0.430 0.00
i12D39.58 ID65.49 0.783 1066.273 6.1 6.54 0.664 1D66.937 0.00 0.954 1.5D D.OO 0.00 0 D.OO
I
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I 0.31 0.10785 .010974 0.00 0.430 D.OD
I 2039.89 1065.52 0.813 1066.337 6.1 6.23 D.6D3 1D66.940 0.00 0.954 1.50 D.DD O.DD D D.DD
II D.23 0.10785 .00968D 0.00 0.43D 0.00
I 204D.12 1065.55 0.845 1066.394 6.1 5.94 D.54B 1066.942 0.00 0.954 1.5D 0.00 D.OO 0 0.00
:1 D.16 0.10785 .OD8550 D.OO 0.430 0.00
I
12040.28 1065.57 0.879 1066.445 6.1 5.66 0.498 1066.943 0.00. 0.954 1.50 0.00 0.00 0 0.00
0.10785 .007563 0.00 0.430 0.00
I 0.10
~204D.38 1065.58 D.915 1066.491 6.1 5.40 0.453 1066.944 D.DD 0.954 1.50 0.00 0.00 0 0.00
0.10785 .006690 0.00 0.430 0.00
. 0.03
12040.41 1065.58 0.954 1066.534 6.1 5.14 D.411 1066.945 0.00 0.954 1.50 0.00 0.00 0 D.OO
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lADING LINE NO 3 IS -
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F 0 5 1 5 P
PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
STORM DRAIN LATERAL IIC-311
PASEO DEL SOL
FILE: 438LC3 RBF IN 15-401438.00
\1/'1]
lATE:
TIME:
I
3/2D/2000
19: 4
WATER SURFACE PROFILE
F0515P
CHANNEL DEFINITION LISTING
PAGE
"ICARD
CODE
SECT CHN NO OF AVE PIER HEIGHT 1 BASE
NO TYPE PIERS WIDTH DIAMETER WIDTH
ZL
ZR
INV
DROP
Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) YII0)
CD 4 1.50
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I F 051 5 P PAGE NO 2
I WATER SURFACE PROFILE . ELEMENT CARD LISTING
ELEMENT NO IS A SYSTEM OUTLET . . .
I UIS DATA STATION INVERT SECT W S ELEV
2002.63 1063.06 1 1066.31
ELEMENT NO 2 IS A REACH . . .
I UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
2052.94 1065.20 1 0.013 0.00 0.00 0.00 0
I ELEMENT NO 3 IS A JUNCTION . . . . . . .
UIS DATA STATION INVERT SECT LAT.1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
2056.11 1065.27 1 1 0 0.013 1.3 0.0 1066.77 0.00 90.00 O.OD
IELEMENT NO 4 IS A REACH . . .
UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
2082.89 1065.53 1 0.013 0.00 0.00 0.00 0
IELEMENT NO 5 IS A SYSTEM HEADWORKS . .
UIS DATA STATION INVERT SECT W S ELEV
I 2082.89 1065.53 1 1068.38
o EDIT ERRORS ENCOUNTERED'COMPUTATION IS NOW 8EGINNING
I
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,,'If;
II CENSEE:
I
ITATION
SILVERADO CONSTRUCTORS
F0515P
WATER SURFACE PROFILE LISTING
HGTI
DIA
BASEl
lD NO.
PAGE
ZL
NO AVBPR
PIER
STORM DRAIN LATERAL IIC-3"
PASEO DEL SOL
FILE: 438LC3 RBF IN 15-401438.00
INVERT
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F 0 5 1 5 P
PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
STORM DRAIN LATERAL. "C-41l
PASEO DEL SOL IRevised 3/20/00)
FILE: 438LC4 RBF IN '15-401438
\1;~
'ATE:
TIME:
I
3/20/2DOO
19: 5
WATER SURFACE PROFILE
F0515P
CHANNEL DEFINITION LISTING
PAGE
IfARD
ICODE
SECT CHN NO OF AVE PIER HEIGHT 1 BASE
NO TYPE PIERS WIDTH DIAMETER WIDTH
ZL
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Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) YI'O)
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I WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO IS A SYSTEM OUTLET . . .
I UIS DATA STATION INVERT SECT W S ELEV
2002.09 1063.36 1 1068.29
ELEMENT NO 2 IS A REACH . . .
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2015.07 1063.41 1 0.013 22.20 33.00 0.00 0
ILEMENT NO 3 IS A REACH . . .
UIS DATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H
2047.85 1063.54 1 0.013 999.00 2.00 0.00 0
tLEMENT NO 4 IS A REACH . . .
UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
2099.20 1063.74 , 0.013 79.00 37.00 0.00 0
ILEMENT NO 5 IS A REACH . . .
UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
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6 IS A REACH . . .
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UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
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ELEMENT NO 7 IS A JUNCTION . . . . . . .
I UIS DATA STATION INVERT SECT LAT.l LAT-2 N Q3 04 INVERT.3 INVERT.4 PHI 3 PHI 4
2240.94 1064.31 1 1 D 0.013 3.9 D.O 1064.31 O.DO 30.00 0.00
ILEMENT NO 8 IS A REACH . . .
UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
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ILEMENT NO 9 IS A SYSTEM HEADWORKS . .
UIS DATA STATION INVERT SECT W S ELEV
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II EDIT ERRORS ENCOUNTERED'COMPUTATION IS NOW BEGINNING
WARNING NO.2" . WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
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ICENSEE: SILVERADO CONSTRUCTORS F0515P PAGE
WATER SURFACE PROFILE LISTING
I STORM DRAIN LATERAL IIC-4"
PASEO DEL SOL IRevised 3/20/00)
FILE: 438LC4 RBF IN 15-401438
ITATlON INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA lD NO. PIER
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*******************************....********........******.*.*...***.*.*********.************.*********.*...**......**************
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FROM-ROBERT BEIN WilliAM FROST
F D 5 1 5 P
WATER SURFACE PROFtlE . TITLE CARO LISTING
STORM DRAl N L. I NE "Oil
PAS EO DEL SOL CRev;~ed 3/20/00)
FILE: 438D_DAT RBF IN 15'401438.00
+9495866531
T-871 P 01/05 F-961
PAGE NO 3
\J
rR-23-00 08:05AM
:: 3123/2DOO
'18: 0
FROM-ROBERT BE IN Willi AM FROST +9495866531
T-872 P 03/05 F-961
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WATER sURFACE PROfILE CHANNEL OEFiNITION lISTING
PAGE
I. sEci
NO
CHN NO OF AVE PIER H~lGHT 1 BASE
TYPE PIERS ~IOTH DIAMETER ~IOTH
ZL
ZR
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F 0 5 1 5 p
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lENT NO 1 [5 A sYSTEM OUTLET . .
U/S DATA STATION INveRT SECT
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u/s OATA STATION INV.RT SECT N
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IMENT NO 3 15 A REACH . .
U/S OA~A STATION INVERT SECT N
1061.94 1061.73 1 D.D13
T-8i2 P 04/05 F-981
PAGE NO 2
, fMENT
STATION INVERT
1108,29 1062.52
SEC1
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N
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RAD !US ANGLE AND PT MAN H
D.OO 0.00 0.00 0
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IMENT NO
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NO 5 IS A SYSTEM HEAOWOR<S
U/S DATA STATION INVERT seCT
I: 1105.29 1062.52 1
,,_ EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW ~EGINNING
.. WARN1NG NO.2 .- - WATER SURFACE ELEVATION GIVEN 15 LESS THAN OR
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MAR-Z3-00 08:05AM FROM-ROBERT BEIN WilliAM FROST +8485866531 T-m P O:Ie.
,IISEE: ~l~VERADO CONSTRUCTORS
FC51SP r ',.,::
WATER SURFACE PROFILE Ll ST I NG
1 sToRM DRAIN LINE 110"
PASEO DEL SOL lRevi~ed 3/20/00)
FILE: 438D.OAT RBF IN lS-4D1438.CD
lION INVERT DEPTH U.S. 0 VEL VEL ENeRGY SUPER CR1TICAL HGT/ BASE! 2', 1'" Avep,
'.C
ELEV OF FLOW ElEV HEAD GRD.EL. ELEV DEPTH CIA ID NO, prE.",
IE" SO SF AVE HF NORM DEPTH ZR
._w_........._ww***_......__..........*._.w_****--_.---_____.........__._._._.****__*.__._.__*___._.._..._*__._..*.~~~*..*.*w*
106.62 1060.7B 4.03D 1064.810
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146.35 O.017D4
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F 0 5 1 5 P
PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
STORM DRAIN LINE liEu
PASEO DEL SOL IRevised 1/28/00)
FILE: 438E RBF IN 15.401438
,w
ITE:
TIME:
I
1/29/2000
11:17
WATER SURFACE PROFILE
F0515P
CHANNEL DEFINITION LISTING
PAGE
lARD
ODE
SECT CHN NO OF AVE PIER HEIGHT 1 BASE
NO TYPE PIERS WIDTH DIAMETER WIDTH
ZL
ZR
INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) yel0)
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I F 0 5 1 5 P PAGE NO 2
I WATER SURFACE PROFILE - ELEMENT CARD LISTING
elEMENT NO IS A SYSTEM OUTLET . . .
I UIS DATA STATION INVERT SECT W S ELEV
1005.53 1D94.71 1 1099.83
IELEMENT NO 2 IS A REACH . . .
UIS DATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MANH
1018.86 1094.98 1 0.013 0.00 0.00 0.00 0
rLEMENT NO 3 IS A REACH . . .
UIS DATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H
1053.02 1095.66 1 0.013 45.00 34.20 0.00 0
ILEMENT NO 4 IS A REACH . . .
UIS DATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MAN H
1104.72 1096.70 1 0.013 0.00 0.00 0.00 0
IL:MENT NO 5 IS A SYSTEM HEADWORKS . .
U/S DATA STATION INVERT SECT W S ELEV
~ 1104.72 1096.70 1 0.00
EDIT ERRDRS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
.. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
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I I CENSEE:
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ISTATION
SILVERADO CONSTRUCTORS
INVERT
ELEV
F0515P
WATER SURFACE PROFILE LISTING
PAGE
STORM DRAIN LINE liE"
PASEO DEL SOL IRevised 1/28/00)
FILE: 438E RBF IN 15.401438
5.120 1099.830
5.066 1100.046
5.156 1100.816
4.953 1101.653
o
VEL
VEL
HEAD
ENERGY
GRD.EL.
SUPER CR IT I CAL
ELEV DEPTH
HGTI
DIA
BASEl
ID NO.
ZL
NO AVBPR
PIER
DEPTH
OF FLOW
W.S.
ELEV
I/ELEM SO SF AVE HF NORM DEPTH ZR
**********************************************************************.*******.**************************************************
1'005.53
13.33
11018.86
34.16
'1053.02
I 51.70
1104.72
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1094.71
0.02025
1094.98
0.01991
1095.66
0.02012
1096.70
52.2 10.63 1.756 1101.586 0.00 2.326 2.50 0.00 0.00 0 0.00
.016196 0.22 1. 842 0.00
52.2 10.63 1.756 1101.802 0.00 2.326 2.50 0.00 0.00 0 0.00
.016196 0.55 1. 860 0.00
52.2 10.63 1.756 1102.572 0.00 2.326 2.50 0.00 0.00 0 0.00
.016196 0.84 1.850 0.00
52.2 10.63 1.756 1103.409 0.00 2.326 2.50 0.00 0.00 0 0.00
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HYDROLOGY AND HYDRAUUCS REpORT
STORM DRAIN INFRASTRUCTURE IMPROVEMENTS
DE PORTOLA ROAD AND CAMPANULA WAY
TECHNICAL APPENDIX C
Catch Basin Calculations
\i>cA .
.. .~~~ ~.c=~.. .
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JOB 570~ ~.) /.JJr40sT'wcr~
SHEETNQ :li! ~u:. Z c:;;,/l.A~t<,.j(/.....
ROBERT BEIN, WILLIAM FROST & AsSOCIATES
PROFESSIONAL ENGINEERS, PLANNERS & SURVEYORS
TOLL FREE: 800.479.3808 . WEB SITE: www.RBF.com
CALCUU\.TED BY
DATE
CHECKED BY
DATE
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11===========================================================================
NLET NUMBER VV2 LENGTH 3.5
II TOTAL PEAK OISCHARGE = 1.30 Iefs)
STATION
IiUTTER SLOPE = 0.0010 FTIFT
SPREAD AT A SLOPE OF .001 Ift./ft.) IS 8.23 (ft.)
PAVEMENT CROSS SLOPE = 0.0200 FTIFT
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XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX
P EFFEC. LENGTH = 10.70 H = 0.290
DEPTH OF WATER = 0.14 SPREAD = 7.03
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1.==========================================================================
:NLET NUMBER Al LENGTH 10.0
II TOTAL PEAK DISCHARGE = 2.87 lets)
STATION
..rTTER SLOPE = 0.0076 FTIFT
"READ W WIT SW
9.95 4.0 0.4D 0.0830
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PAVEMENT CROSS SLOPE = 0.0200 FTIFT
SW/SX
4.2
Eo
0.89
a
5.0
S'W SE
0.105 0.113
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH= 9.9 EFFICIENCY= 1.00
CFS INTERCEPTED= 2.87 CFS CARRYOVER= 0.00
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1Il==========================================================================
NLET NUMBER A2 LENGTH 21.0
1 TOTAL PEAK DISCHARGE = 7.28 Iefs)
PAVEMENT CROSS SLOPE = 0.0170 FT/FT
STATION
(UTTER SLOPE = 0.040D FT/FT
READ W WIT SW
11.50 4.0 0.35 0.0830
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SW/SX
4.9
Eo
0.83
.
SI\I SE
0.108 0.107
5.2
xxxxxxxxxx CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH= 25.0 EFFICIENCY= 0.96
CFS INTERCEPTED= 7.01 CFS CARRYOVER= 0.27
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1Il===========================================================================
INLET NUMBER A3 LENGTH 21.0
II TOTAL PEAK DISCHARGE = 4.90 leis)
STATION
IIfUTTER SLOPE = 0.0400 FTIFT
IItPREAD W WIT SW
9.54 4.0 0.42 0.0830
PAVEMENT CROSS SLOPE = 0.0170 FTIFT
SW/SX
4.9
Eo .
0.90 5.2
S'W SE
0.108 0.114
II
XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH= 20.4 EFFICIENCY= 1.00
CFS INTERCEPTED= 4.90 CFS CARRYOVER= 0.00
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11============================================================================
INLET NUMBER A4 LENGTH 21.0
II TOTAL PEAK DISCHARGE = 5.80 Iefs)
STATION
IGUTTER SLOPE = 0.0500 FTIFT
SPREAD W WIT SW
8.89 4.0 0.45 0.0830
PAVEMENT CROSS SLOPE = 0.0200 FTIFT
SW/SX
4.2
Eo .
0.92 5.0
SOW SE
0.105 0.116
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XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH= 23.1 EFFICIENCY= 0.99
CFS INTERCEPTED= 5.72 CFS CARRYOVER= 0.08
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1Il======================================================================
r NUMBER C LENGTH 14.0
~L PEAK DISCHARGE = 5.00 Iefs)
STATION
I'R SLOPE = O.OlDO FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT
W WIT SW SW/SX Eo a S'W Sf
>8 4.0 0.33 0.0830 4.2 0.82 5.0 0.105 0.105
II XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH= 14.2 EFFICIENCY= 1.00
IliFS INTERCEPTED= 5.00 CFS CARRYOVER= 0.00
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11============================================================================
INLET NUMBER Cl LENGTH 10.0
II TOTAL PEAK DISCHARGE = 2.40 (cfs)
STATION
GUTTER SLOPE = 0.0051
IISPREAD W WIT
10.04 4.0 0.40
FT/FT
PAVEMENT CROSS SLOPE = 0.0200 fT/FT
SW
0.0830
SW/SX
4.2
Eo a
0.88 5.0
S.W SE
0.105 0.113
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XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH= 8.2 EFFICIENCY= 1.00
CFS INTERCEPTED= 2.40 CfS CARRYOVER= 0.00
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LET NUMBER C.2 LENGTH 4.0 STATION
TOTAL PEAK DISCHARGE = 6.10 (cfs)
IIJTTER SLOPE = 0.0051 FTIFT PAVEMENT CROSS SLOPE =
0.0200 FTIFT
II
SPREAD AT A SLOPE OF .005 Ift./ft.) IS 14.92 (ft.)
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xxxxxxxxxx CURB INLET IN A SUMP XXXXXXXXXX
P EFFEC. LENGTH = 11.20 H = 0.670
DEPTH OF WATER = 0.38 SPREAD = 19.13
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11=======================================================================
T NUMBER C3 LENGTH 7.0 STATION
~L PEAK DISCHARGE = 1.30 Iefs)
ER SLOPE 0 0051 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FTIFT
lib w=' WIT SW SW/SX Eo a S'W SE
45 4.0 0.54 0.0830 4.2 0.96 5.0 0.105 0.121
II XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH= 6.1 EFFICIENCY= 1.00
IICFS INTERCEPTED= 1.30 CFS CARRYOVER= 0.00
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NUMBER C5
LENGTH 14.0
STATION
IAL PEAK DISCHARGE =' 4.00 leis)
R SLOPE - 0 0100 FTIFT PAVEMENT CROSS SLOPE = 0.0200 FTIFT
liD W-. WIT SW SW/SX Eo a SoW SE
6 4.0 0.37 0.0830 4.2 0.86 5.0 0.105 0.110
II XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX
REQUIRED LENGTH= 12.6 EFFICIENCY= 1.00
IICFS INTERCEPTED= 4.0D CFS CARRYOVER= 0.00
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HYDROLOGY AND HYDRAULICS REPORT
STORM DRAIN INFRASTRUCTURE IMPROVEMENTS
DEPORTOLAROADANDCAMPANULA WAY
TECHNICAL APPENDIX D
References
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