HomeMy WebLinkAboutHarveston Drainage Study (Nov.26,2001)
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Preparedfor:
DRAINAGE STUDY
REPORT
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DEe 3 : 2001
CITY OF TEMECULA
ENGINEERING DEPARTMENT
Tract 29639: Harveston Infrastructure
City of Temecula, California
November 26, 2001
Lennar
24800 Chrisanta Drive
Mission Viejo, California
Prepared by:
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CONSULTING
Contact Person:
RBF CONSULTING
27555 Ynez Road, Suite 400
Temecula, California 92591-4679
909.676.8042 telephone
909.676.72400 fax
Ejaz Mohammad, RCE 58580
RBF IN 15-100181.002
Report History
Date Comment
9/20/01 Original submittal
11/26/01 Second submittal per
comments City of
Temecula
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TABLE OF CONTENTS
STUDY SUMMARY. . , . . . . . . . . . . . . . . . " . . . . , . . , . . . . . . . . . . . . . . . . . . . . . , . , . . , . . . . 1
1.1 Background. . . . . . . , . . , . . . , . . , . . . . . . . . . . . . . . . . . , . . , . , . . . . . , . . . . . 1
1,2 Drainage Pattern ,........................,.....,.,..,........... 1
1.3 Hydrology. . . . . . . . . . . . . . . . . . . . . . . . . . . . , . , , , . , , . . . , . . . . . . . . . . . . . . 2
1.4 Hydraulics. . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . , . 4
TABLE OF APPENDICES
Appendix A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . , . . . . , . . . . , . Figures
Appendix B ............... , , . . . . , . . , . . . . , , . . . . . , . . . . . . . . . . . . . . . . . . . .. Exhibits
Appendix C . . . . . . . . . . . . . . . . , . . . . , . . , . , . . . . , . . . . . . . . . . . . .. Hydrologic Calculations
Appendix D . . . . . . . . , . . . . . . , . . . . . . . . . . . . . . . . . . . . . , . . . . . . . .. Hydraulic Calculations
Appendix E ,.,.,.......... . , , . , . . , . . . . . . . . , . . , . . . .. Stormdrain Improvement Plans
TABLE OF FIGURES
Figure 1 . . . . . . . . . . . . . . . . . . . , , . . . . . . . . . . . . . , . , . . . . . . . . . . . . . Harveston Vicinity Map
Figure 2 . . . . . . . . . , . . , . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . .. Infrastructure Storm Drain
Figure 3 . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydrologic Soils Group Map
TABLE OF EXHIBITS
Exhibit A .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , , . , .. Proposed Condition
H:\pdata\151001 B1IDWGV1ydrology\con181 /nfO01. wpd
TRACT 29639 INFRASTRUCTURE STORMDRAIN DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN
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STUDY SUMMARY
1.1 Background
The proposed tract (Tract 29639) is located in the County of Riverside within the corporate
boundary of the City of Temecula. The tract is a master community development plan project
known as Harveston, The project consists of about 520 acres of commercial, business park and
residential uses. The site is currently undeveloped and is bounded by Interstate 15 to the west,
the Winchester Highlands Business Park and Santa Gertrudis Creek to the South, Warm Springs
Creek and the Warm Springs Specific Plan area to the north and east. Figure 1 indicates the site
vicinity and its relationship to the surrounding area.
Overall land gradients are moderate, averaging from about 1 to 5 percent in stream courses.
Ground cover is indigenous grass with fair coverage, and erosion does not appear to be a problem
in the streams or on the adjacent hillsides. Over 70 percent of the site is tributary to Santa
Gertrudis Creek, either directly via Assessment District 161 (A.D. 161) improvements or by local
storm drain systems. The remaining portion of the site is tributary to Warm Springs Creek, Runoff
from a majority of the site passes beneath Interstate 15 to local facilities in the Northstar Business
Park and the Signal Landmark Business Park which ultimately discharge to either Santa Gertrudis
Creek or Warm Springs Creek. Smaller portions of the site are directly tributary to Santa Gertrudis
Creek and Warm Springs Creek.
An infrastructure storm drain system was designed that carries drainage water from the Phase I
of the project. The largest drainage is carried by the infrastructure system that carries drainage
through closed pipes to the existing 84" diameter pipe at the north end of Ynez Road. The design
and analysis of part of this system, that was to be maintained by the Riverside County Flood
Control & Water Conservation District (RCFC & WCD,) was presented earlier in a report to the
RCFC & WCD. The other infrastructure pipes and inlets, which are to be maintained by the City
of Temecula, 'is presented in this report. This includes drainage pipes on Harveston Way, Village
Road, and at the Intersection of Date Street with Lakeview Road. Figure 2 identifies the
infrastructure stormdrain system that is being designed and analyzed in this report. The purpose
of this report is to report the hydrologic analysis, and preliminary pipe sizes for the pipes and inlets
identified in Figure 2.
1.2 Drainage Pattern
The infrastructure storm drain system designed in this study drain to different systems, They are
being discussed here, for each system. Exhibit A shows each of the storm drain system in detail
with outlet nodes and drainage areas.
A. Drainage system starting from West end of Township Road: Stormdrain system line-I.
Drainage from south side of Ysabel Barnett Elementary School is picked up by a
catch basin and is transported through RCP pipe (line-I) southerly on Village Road and
Westerly on Landings Road. The two inlets on the north and south side of Landings Road
catch flows from the lots 8 & 9 and carry flow through RCP pipes to outlet into RCP pipe
in Landings Road. Finally, the pipe drain to drainage pipes (line-H) in Tract 29929-1, which
TRACT 29639 INFRASTRUCTURE STORMDRAIN DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN 1
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STUDY SUMMARY
drains to infrastructure stormdrain system on Harveston Drive. The infrastructure
stormdrain system on Harveston Drive join the existing drainage pipe at the north end of
Ynez Road.
B. Stormdrain system located at the east end of Harveston Way: Stormdrain system line-J.
Flow is captured by riser inlet at the upstream end of line-J (hydrology node 343.) Flow
from laterals M-1 and M-2 captured by catchbasin inlets join line-M, The flow finally joins
to the existing stormdrain system in Margarita Road near Harveston Way. This flow
eventually drains to Santa Getrudis Creek.
C, Stormdrain system starting at the north side of Village Road near west end of Harveston
Way: Stormdrain system line K. This stormdrain system captures flows from the tracts at
the west side of Village Road, and outlets to an existing ditch south of Harveston Way, It
captures flow by riser pipes in laterals K-1 and K-2 and connects to line-K. Line-K at the
most upstream end is designed to accept from lot-35 of tract 29639, Outlet Point is node
410. Flow from streets (drainage basin 411 and 414) in future will be captured by inlets at
a low point. In the interim this flow will be drained to open space at the line-K outlet.
D. Drainage system at the intersection of Date Street and Lakeview Road drain westerly to
southwest end of Lakewview Road: Stormdrain system line M. Flow is captured by curb
inlets on line-M and lateral M-1 and drained to hydrology node 504.
1.3 Hydrology
The total drainage area is less than 300 acres, therefore Rational Method was used in estimating
the peak flow per Riverside County Flood Control Hydrology Manual.
Discharges have been computed for 1 O-year and 1 OO-year hypothetical storm return frequencies.
Rainfall used in the studies was taken from the Riverside County Hydrology Manual for the
"Murrieta - Temecula and Rancho California" areas. The hydrologic soils group was based on Plate
C-1.52 of RCFC & WCD Hydrology Manual. Figure 3 shows the hydrologic soils group over the
project site. Basic assumptions and criteria for use in runoff computations are:
. Soil Group B;
. Initial area is generally less than about 10 acres and flow path lengths less than 1,000 feet.
Appendix C includes a summary report of hydrology calculations performed for the basins in this
study. Exhibit A shows the basins along with 100-year peak flows. Hydrology for stormdrain
system line-I was performed with tract 29639 infrastructure stormdrain analysis submitted to the
RCFC&WCD. A copy of that hydrology report is included for reference.
Table A, B, C, and D show the 10 and 1 OO-year peak flows with time of concentration for each sub-
basins.
TRACT 29639 INFRASTRUCTURE STORMDRAIN DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN 2
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STUDY SUMMARY
Drainage Time of Q.eak (cfs)
Sub-basin Name Area (ac.) Concentration
(min.) 10-Year 100-Year
161 1.9 8.4 4.2 6.3
162 0.8 7.8 1.9 2.8
163 2.3 8.9 5.0 7.3
164 0.7 10.8 1.4 2.1
166 0.8 11.6 1.5 2.3
167 5.7 9.7 12.1 17.8
Table A: Drainage System Starting at the West End of Township Road
Peak Flow Summary for the Proposed Condition (Line-I System)
Table B: Drainage System Starting at the East End of Harveston Way at Margarita Rd
Peak Flow Summary for the Proposed Condition (Line-J System)
Drainage Time of Q.eek (cfs)
Sub-basin Name Area (ac.) Concentration
(min.) 10-Year 100-Year
343 15.9 10.3 32.5 47.8
347 2.4 11.5 4.6 6,8
349 0.8 6.5 2.1 3.1
Table C: Drainage System Starting at Village Road at the West End of Harveston Way
Peak Flow Summary for the Proposed Condition (Line-K System)
Drainage Time of O.eak (cfs)
Sub-basin Name Area (ac.) Concentration
(min.) 10-Year 100-Year
411 0.5 9.7 1.1 1.6
413 1.1 7.5 2,7 4.0
414 0.4 10.2 0.8 1.2
415 2.6 8.1 6.1 8.9
416 1.7 8.3 3,9 5.8
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TRACT 29639 INFRASTRUCTURE STORMDRAIN DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN 3
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STUDY SUMMARY
Table D: Drainage System on Date Street
Peak Flow Summary for the Proposed Condition (Line-M System)
Drainage Time of a.eak (cfs)
Sub-basin Name Area (ac.) Concentration
(min,) 10-Year 100-Year
501 0.3 5.7 0,9 1.3
502 1.5 9.4 3.2 4.7
1.4 Hydraulics
Pipe hydraulic calculations for 1 OO-year flow were performed using WSPG computer program, The
hydraulic result is attached in Appendix, Inlet sizes were calculated for the calculated 100-year
flows and are included in Appendix-D,
TRACT 29639 INFRASTRUCTURE STORMDRAIN DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN 4
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Appendix A:
Figures
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· · · TEMECULA. CAL..FOANIA 92591-4679
CON S U L. TI N G 909.676.8042 . FAX 909.676.7240. WWW.ABF.COIn
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FIGURE 2
INTRASTRUCTURE STORM DRAIN
PROJECT NAME: HARVESTON
PROJECT NO.' 15-100181
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OCSIUlN
. CONSTRUCTION
2755SYM::zROAD, SUrTE40Q
lEMECUlA. CALFORNtA 92591--4679
l109_676S042. FAX 909.676.7240 . www.A8F.eom
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CONSULTING
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FIGURE 3
HYDROLOGIC SOILS
HARVESTON MASTER
GROUP
PLAN
MAP
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PL.ANNING . DESIGN . CONSTRUCTION
'6
SOURCE: PLATE C-1.52 RCFC & WCD HYDROLOGY MANUAL
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Appendix B:
Exhibits
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I Appendix C:
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I Hydrologic Calculations
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1 0- YEAR
PROPOSED CONDITION
HYDROLOGY CALCULATIONS
SUMMARY
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81INF10.RES
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(e) Copyright 1982-2000 Advanced Engineering Software (aes)
Ver. I.SA Release Date: 01/01/2000 License 1D 1264
Analysis prepared by:
RBF & Associates
14725 Alton Parkway
Irvine, CA 92618
----------------------------------------------------------------------------
FILE NAME: 81INFIO.DAT
TIME/DATE OF STUDY; 13:52 11/26/2001
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT (YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE 0.55
10-YEAR STORM 10-MINUTE INTENSITY{INCH/HOUR} = 2.360
lO-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 0.880
100-YEAR STORM lO-MINUTE INTENSITY (INCH/HOUR) = 3.480
IOO-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 I-HOUR INTENSITY{INCH!HOUR) = 0.889
SLOPE OF INTENSITY DURATION CURVE = 0.5506
RCFC&WCD HYDROLOGY MANUAL "Cn-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- 1 OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE 1 SIDE! WAY (FT) (FT) (FT) (FT) (n)
-----------------
-----------------
1
30.0
20.0
0.018/0.018/0.020
0,67
2,00 0.0313 0.167 0,0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative FlOW-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth) * (Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE
502.50 TO NODE
502.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
====================~=======================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/{ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 552.00
UPSTREAM ELEVATION = 1122.33
DOWNSTREAM ELEVATION = 1116.54
ELEVATION DIFFERENCE = 5.79
TC ~ 0.303*[( 552.00**3)/( 5.79)]**.2 9.424
10 YEAR RAINFALL INTENSITY(INCH/HOUR} = 2.463
USER-SPECIFIED RUNOFF COEFFICIENT = .8731
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 3.23
TOTAL AREA (ACRES) = 1.50 TOTAL RUNOFF(CFS) = 3.23
****************************************************************************
FLOW PROCESS FROM NODE
502.00 TO NODE
503.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
===============================================c============================
\A.
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ELEVATION DATA: UPSTREAM (FEET) = 1113.50 DOWNSTREAM (FEET) 1113.00
FLOW LENGTH(FEET) = 50.00 MANNING'S N 0.015
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.l 3.78
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 3.23
PIPE TRAVEL TIME(MIN.) = 0.22 Tc{MIN.) = 9.64
LONGEST FLOWPATH FROM NODE 502.50 TO NODE 503.00 602.00 FEET.
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****************************************************************************
FLOW PROCESS FROM NODE
503.00 TO NODE
503.00 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.) 9.64
RAINFALL INTENSITY (INCH/HR) = 2.43
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.23
I
****************************************************************************
FLOW PROCESS FROM NODE
501. 50 TO NODE
501.00 IS CODE = 21
I
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
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ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 140.00
UPSTREAM ELEVATION = 1115.17
DOWNSTREAM ELEVATION = 1114.00
ELEVATION DIFFERENCE = 1.17
TC = 0.303*[( 140.00**3)/( 1.17)]**.2 5.697
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.249
USER-SPECIFIED RUNOFF COEFFICIENT = .8781
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 0.86
TOTAL AREA (ACRES) = 0.30 TOTAL RUNOFF (CFS) = 0.86
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****************************************************************************
FLOW PROCESS FROM NODE
501. 00 TO NODE
503.00 IS CODE = 31
----------------------------------------------------------------------------
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>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<<<<<
============================================================================
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ELEVATION DATA: UPSTREAM (FEET) = 1113.90 DOWNSTREAM (FEET) 1113.70
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 2.04
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.86
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.} = 6.02
LONGEST FLOWPATH FROM NODE 501.50 TO NODE 503.00 180.00 FEET.
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****************************************************************************
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FLOW PROCESS FROM NODE
503.00 TO NODE
503.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>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
TIME OF CONCENTRATION(MIN.) 6.02
RAINFALL INTENSITY (INCH/HR) = 3.15
TOTAL STREAM AREA(ACRESj = 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.86
2 ARE:
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** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 3.23
2 0.86
Tc
(MIN. )
9.64
6.02
INTENSITY
( INCH/HOUR)
2.432
3.151
AREA
(ACRE)
1. 50
0.30
,1
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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 TABLE **
RUNOFF Tc
ICFS) (MIN.)
2.87 6.02
3.89 9.64
INTENSITY
(INCH/HOUR)
3.151
2.432
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COMPUTED CONFLUENCE
PEAK FLOW RATE(CFSl
TOTAL AREA(ACRES) =
LONGEST FLOWPATH ,FROM
ESTIMATES ARE
3.89
1.80
NODE
AS FOLLOWS:
Tc (MIN.) =
9.64
502.50 TO NODE
503.00
602.00 FEET.
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****************************************************************************
FLOW PROCESS FROM NODE
503.00 TO NODE
504.00.IS CODE = 31
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
I
ELEVATION DATA: UPSTREAM (FEET) = 1113.50 DOWNSTREAM (FEET) 1112.00
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES
PIPE-FLOW VELOCITY (FEET/SEC. ) 3.96
ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 3.89
PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 10.28
LONGEST FLOW PATH FROM NODE 502.50 TO NODE 504.00 752.00 FEET.
I
****************************************************************************
FLOW PROCESS FROM NODE
504.00 TO NODE
504.00 IS CODE = 13
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>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
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FLOW PROCESS FROM NODE
416.50 TO NODE
416.00 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 = 250.00
UPSTREAM ELEVATION = 1118.00
DOWNSTREAM ELEVATION = 1117.00
ELEVATION DIFFERENCE = 1.00
TC = 0.303*[( 250.00**3)/( 1.00)]**.2
10 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8744
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
8.324
2,637
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3.92
1. 70
TOTAL RUNOFF (CFS) =
3.92
****************************************************************************
I
FLOW PROCESS FROM NODE
416.00 TO NODE
410.90 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>OSING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
===============~==============================a_============================
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ELEVATION DATA: UPSTREAM (FEET) = 1117.00 DOWNSTREAM (FEET)
FLOW LENGTH (FEET) = 420.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 3.89
ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 3.92
1113.00
1
\~
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PIPE TRAVEL TIME(MIN.) =
LONGEST FLQWPATH FROM NODE
1.80 Tc(MIN.)
416.50 TO NODE
10,12
410.90
670.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.90 TO NODE
410.90 IS CODE =
1
----------------------------------------------------------------------------
>>>>>OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) 10.12
RAINFALL INTENSITY (INCH/HR) = 2.37
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.92
****************************************************************************
FLOW PROCESS FROM NODE
415.50 TO NODE
415.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[ (LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 410.00
UPSTREAM ELEVATION = 1115.00
DOWNSTREAM ELEVATION = 1110.00
ELEVATION DIFFERENCE = 5.00
TC = 0.303*[{ 410.00**3)/( 5.00)]**.2
10 YEAR RAINFALL INTENSITY (INCH!HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8747
SOIL CLASSIFICATION IS "Bn
SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) =
8.118
2.674
6.08
2.60
TOTAL RUNOFF{CFS) =
6.08
****************************************************************************
FLOW PROCESS FROM NODE
415.00 TO NODE
410.90 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1110.00 DOWNSTREAM (FEET) 1109.00
FLOW LENGTH(FEET) = 50.00 MANNING1S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES
PIPE-FLOW VELOCITY(FEET!SEC.) 5.73
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 6.08
PIPE TRAVEL TIME(MIN.} = 0.15 TC(MIN.) = 8.26
LONGEST FLOWPATH FROM NODE 415.50 TO NODE 410.90 460.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.90 TO NODE
410.90 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES~<<<<
========~~=~====~==========================================~================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.26
RAINFALL INTENSITY (INCH!HR) = 2.65
TOTAL STREAM AREAIACRES) = 2.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.08
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 3.92
2 6.08
Tc
(MIN. )
10.12
8.26
INTENSITY
I INCH/HOUR)
2.367
2.647
AREA
(ACREI
1. 70
2.60
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
\\
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CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CF51
9.28
9.36
TABLE **
Tc
(MIN. )
8.26
10.12
INTENSITY
( INCH/HOUR)
2.647
2,367
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) '"
LONGEST FLOWPATH FROM
ESTIMATES ARE
9,28
4.30
NODE
AS FOLLOWS:
TC(MIN.) =
8.26
416.50 TO NODE
410.90
670.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.90 TO NODE
410.80 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1110.00 DOWNSTREAM (FEET) 1106.00
FLOW LENGTH (FEET) = 150.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.99
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 9.28
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.} = 8.62
LONGEST FLOWPATH FROM NODE 416.50 TO NODE 410.80 820.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.80 TO NODE
410.80 IS COnE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 8.62
RAINFALL INTENSITY (INCH/HR) = 2.59
TOTAL STREAM AREA(ACRES) = 4.30
PEAK FLOW RATE (CFS) AT CONFLUENCE = 9.28
****************************************************************************
FLOW PROCESS FROM NODE
413.50 TO NODE
413.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*((LENGTH**3)/(ELEVATION CHANGE) ]**.2
INITIAL SUBAREA FLOW-LENGTH = 300.00
UPSTREAM ELEVATION = 1106.00
DOWNSTREAM ELEVATION = 1103.00
ELEVATION DIFFERENCE = 3.00
TC = 0.303'[( 300.00"31/( 3.00IJ",2 7.455
10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.802
USER-SPECIFIED RUNOFF COEFFICIENT = .8755
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS) 2.70
TOTAL AREA (ACRES) = 1.10 TOTAL RUNOFF (CFS) = 2.70
****************************************************************************
'FLOW PROCESS FROM NODE
413.00 TO NODE
410.80 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1107.00 DOWNSTREAM (FEET) 1106.50
FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 3.56
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 2.70
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 7.70
LONGEST FLOWPATH FROM NODE 413.50 TO NODE 410.80 352.00 FEET.
\'0
Page 5 of 17
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81INF10.RES
****************************************************************************
FLOW PROCESS FROM NODE
1
410.80 TO NODE
410.80 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION (MIN.) 7.70
RAINFALL INTENSITY{INCH/HRl = 2.75
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS} AT CONFLUENCE = 2.70
2 ARE:
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (ers)
1 9,28
2 2.70
Tc
IMIN. )
8,62
7.70
INTENSITY
( INCH/HOUR)
2.586
2.753
AREA
(ACRE)
4.30
1.10
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 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 ICFS) IMIN, ) I INCH/HOUR)
1 10.98 7.70 2.753
2 11.81 8.62 2.586
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 11.81 Tc (MIN. ) ~ 8.62
TOTAL AREA (ACRES) ~ 5.40
LONGEST FLOWPATH FROM NODE 416.50 TO NODE 410.80 820.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.80 TO NODE
410.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1097.65 DOWNSTREAM (FEET)
FLOW LENGTH (FEET) = 290.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.08
ESTIMATED PIPE DIAMETER (INCH) = 21.00
PIPE-FLOW(CFS) = 11.81
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
1093.00
1
NUMBER OF PIPES
0.79 TcIMIN.) ~
416.50 TO NODE
9.42
410.00
1110.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.00 TO NODE
410.00 IS CODE = 13
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
****************************************************************************
FLOW PROCESS FROM NODE
414.50 TO NODE
414.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[ (LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1115.00
DOWNSTREAM ELEVATION = 1107.00
ELEVATION DIFFERENCE = 8.00
TC = 0.303*[( 700.00**3j/{ 8.00)]**.2
10 YEAR RAINFALL INTENSITY{INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8723
10.187
2,359
\~
Page 6 of 17
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81INF10.RES
SOIL CLASSIFICATION
SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) =
IS "8"
0.82
0.40
TOTAL RUNOFF(CFS) =
0.82
****************************************************************************
FLOW PROCESS FROM NODE
414.50 TO NODE
414.50 IS CODE = 13
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
411. 50 TO NODE
411.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[ (LENGTH**3l/(ELEVATION CHANGEl]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1116.00
DOWNSTREAM ELEVATION = 1106.00
ELEVATION DIFFERENCE = 10.00
TC = 0.303*[ (700.00**3)/( 10.00)]**.2
10 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8728
SOIL CLASSIFICATION IS "Bn
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
9.742
2,418
1. 06
0.50
TOTAL RUNOFF(CFS) =
1.06
****************************************************************************
FLOW PROCESS FROM NODE
411.50 TO NODE
411.50 IS CODE = 13
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
349.50 TO NODE
349.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 525.00
UPSTREAM ELEVATION = 1115.80
DOWNSTREAM ELEVATION = 1083.50
ELEVATION DIFFERENCE = 32.30
TC = 0.303*[ (525.00**3)/( 32.30)]**.2
10 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8769
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFFICFSj
TOTAL AREA (ACRES) =
6.484
3.026
2.12
0.80
TOTAL RUNOFF (CFS) =
2.12
****************************************************************************
FLOW PROCESS FROM NODE
349.00 TO NODE-
345.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM (FEET) = 1083.50 DOWNSTREAM (FEET) 1082.00
FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES
PIPE-FLOW VELOCITY (FEET/SEC. ) 4.45
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 2.12
PIPE TRAVEL TIME(MIN.) = 0.26 Tc{MIN.) = 6.75
LONGEST FLOWPATH FROM NODE 349.50 TO NODE 345.00 595.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
345.00 TO NODE
345.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
5===========================================================================
7P
Page 7 of 17
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81INF10.RES
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TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.75
RAINFALL INTENSITY (INCH!HR) = 2.96
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.12
I
****************************************************************************
FLOW PROCESS FROM NODE
347.50 TO NODE
347.00 IS CODE = 21
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>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
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ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*((LENGTH**3)/(ELEVATION CHANGEl]**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1097.00
DOWNSTREAM ELEVATION = 1084.00
ELEVATION DIFFERENCE = 13.00
TC = 0.303*(( lOOD.OO**3lj( 13.00)]**.2 11.450
10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.212
USER-SPECIFIED RUNOFF COEFFICIENT = .8711
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS} 4.63
TOTAL AREA (ACRES) = 2.40 TOTAL RUNOFF (CFS) = 4.63
I
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****************************************************************************
FLOW PROCESS FROM NODE
347.00 TO NODE
345.00 IS CODE = 31
I
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
ELEVATION DATA: UPSTREAM (FEET) = 1084.00 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.l 5.36
ESTIMATED PIPE DIAMETER (INCH) = 18.00
PIPE-FLOW (CFS) = 4.63
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOW PATH FROM NODE
1083.50
NUMBER OF PIPES
1
I
0.08 Tc(MIN.} =
347.50 TO NODE
11. 53
345.00
1025.00 FEET.
****************************************************************************
I
FLOW PROCESS FROM NODE
345.00 TO NODE
345.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN. ) 11. 53
RAINFALL INTENSITY (INCH/HRI = 2.20
TOTAL STREAM AREA(ACRES) = 2.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.63
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 2,12
2 4,63
Tc
(MIN. )
6.75
11. 53
INTENSITY
( INCH/HOUR)
2.960
2.204
AREA
(ACRE)
0.80
2.40
*********************************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.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
4.83
6.21
TABLE **
Tc
(MIN. I
6.75
11. 53
INTENSITY
( INCH/HOUR)
2.960
2.204
"2..\
II
Page 8 of 17
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811NF1 a.RES
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 6.21 Tc(MIN.) = 11.53
TOTAL AREA (ACRES) = 3.20
LONGEST FLQWPATH FROM NODE 347.50 TO NODE 345.00
1025.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
345.00 TO NODE
341.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1083.50 DOWNSTREAM (FEET) 1083.00
FLOW LENGTH (FEET) = 30.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.36
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE~FLOW(CFS) = 6.21
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 11.62
LONGEST FLOW PATH FROM NODE 347.50 TO NODE 341.00 1055.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
341.00 TO NODE
341.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) 11.62
RAINFALL INTENSITY (INCH/HRl = 2.19
TOTAL STREAM AREA(ACRES} = 3.20
PEAK FLOW RATE (CFSl AT CONFLUENCE = 6.21
****************************************************************************
FLOW PROCESS FROM NODE
343.50 TO NODE
343.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGEl]**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1118.00
DOWNSTREAM ELEVATION = 1096.00
ELEVATION DIFFERENCE = 22.00
TC = 0.303*(( LOOO.OO**3)/{ 22.00) ]**.2
10 YEAR RAINFALL INTENSITY (INCH/HOURl =
USER-SPECIFIED RUNOFF COEFFICIENT = .8722
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
10.306
2.344
32.51
15.90
32.51
TOTAL RUNOFF (CFS) =
****************************************************************************
FLOW PROCESS FROM NODE
343.00 TO NODE
341.00.IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1096.00 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 40.00 MANNING1S N = 0.015
DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 9.39
ESTIMATED PIPE DIAMETER (INCH) = 30.00
PIPE-FLOW(CFS) = 32.51
PIPE TRAVEL TIHE(MIN.) =
LONGEST FLOWPATH FROM NODE
1095.00
1
NUMBER OF PIPES
0,07 Tc(MIN.).
343.50 TO NODE
10.38
341.00
1040.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
341. 00 TO NODE
1
341.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
====~====================================--=================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
1:1/'
Page 9 of 17
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q
II
B1INF10.RES
TIME OF CONCENTRATION(MIN.) 10.38
RAINFALL INTENSITY (INCH/HR) 2.34
TOTAL STREAM AREA(ACRES) = 15.90
PEAK FLOW RATE(CFS) AT CONFLUENCE =
32.51
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (ers)
1 6.21
2 32.51
Tc
(MIN. )
11. 62
10.38
INTENSITY
( INCH/HOUR)
2.194
2.335
AREA
(ACRE)
3.20
15.90
*********************************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.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
38.05
36.75
TABLE **
Tc
(MIN. )
10.38
11. 62
INTENSITY
( INCH/HOUR)
2.335
2.194
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) 38.05 Tc(MIN.) = 10.38
TOTAL AREA (ACRES) = 19.10
LONGEST FLOWPATH FROM NODE 347.50 TO NODE 341.00
1055,00 FEET,
****************************************************************************
FLOW PROCESS FROM NODE
341. 00 TO NODE
341.00 IS CODE ~ 13
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
=~==================~~======================================================
****************************************************************************
FLOW PROCESS FROM NODE
167,50 TO NODE
167.00 IS COOE' 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 550.00
UPSTREAM ELEVATION = 1120.00
DOWNSTREAM ELEVATION = 1115.00
ELEVATION DIFFERENCE = 5.00
TC R 0.303*(( 550.00**3)/( 5.00)]**.2 9.683
10 YEAR RAINFALL INTENSITY (INCH/HOURj = 2.426
USER-SPECIFIED RUNOFF COEFFICIENT = .8729
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF{CFS) 12.07
TOTAL AREA (ACRES) = 5.70 TOTAL RUNOFF (CFS) =
12.07
****************************************************************************
FLOW PROCESS FROM NODE
167.00 TO NODE
165.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
=========~==================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1115.00 DOWNSTREAM (FEET) 1111.00
FLOW LENGTH(FEET) = 378.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.30
ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES 1
PIPE-FLON(CFS) = 12.07
PIPE TRAVEL TIME (MIN.) = 1.19 Tc(MIN.) = 10.87
LONGEST FLOWPATH FROM NODE 167.50 TO NODE 165.00 928.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
165.00 TO NODE
1
165.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
~~
Page 10 of 17
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81INF10.RES
I
============================================================================
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) 10.87
RAINFALL INTENSITY (INCH/HR) = 2.28
TOTAL STREAM AREA(ACRES) = 5.70
PEAK FLOW RATE (CFS) AT CONFLUENCE = 12.07
****************************************************************************
FLOW PROCESS FROM NODE
166.50 TO NODE
166.00 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 = 700.00
UPSTREAM ELEVATION = 1115.30
DOWNSTREAM ELEVATION = 1111.20
ELEVATION DIFFERENCE = 4.10
TC = 0.303*[( 700.00**3)/( 4.10)]**.2 11.644
10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.192
USER-SPECIFIED RUNOFF COEFFICIENT = .8709
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS} 1.53
TOTAL AREA (ACRES) :: 0.80 TOTAL RUNOFF(CFS} = 1.53
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****************************************************************************
FLOW PROCESS FROM NODE
166.00 TO NODE
165.00 IS CODE = 31
'I
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
ELEVATION DATA: UPSTREAM (FEET) :: 1111.20 DOWNSTREAM (FEET) 1110.80
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES
PIPE-FLOW VELOCITY (FEET/SEC. 1 2.40
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) :: 1.53
PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 12.20
LONGEST FLOWPATH FRO~ NODE 166.50 TO NODE 165.00 780.00 FEET.
II
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II
****************************************************************************
FLOW PROCESS FROM NODE
165.00 TO NODE
165.00 IS CODE ::
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
-------------------------------------------------------------------------~~-
----------------------'---------~--------------------------------------------
I
TOTAL NUMBER OF STRE.~S = 2
CONFLUENCE VALUES US:8D FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATIO~ (MIN, ) = 12.20
RAINFALL INTENSITY (DiCH/HR) = 2.14
TOTAL STREAM AREA(AC:~ES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.53
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 12.07
2 1.53
Tc
(MIN.)
10.87
12.20
INTENSITY
(INCH/HOUR)
2.276
2,137
AREA
(ACRE)
5.70
0.80
II
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORWJLA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
*********************~****************************************************
II
RAINFALL INTENSITY ~~D TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA U:3ED FOR 2 STREAMS.
II
** PEAK
STREAM
NUMBER
1
FLOW RATE
RUNOFF
(CFS)
13.43
TABLE **
Tc
(MIN. )
10,87
INTENSITY
( INCH/HOUR)
2.276
7A
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Page 11 of 17
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81INF10.RES
2
12.86
12.20
2.137
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) ~ 13.43 Tc(MIN.) = 10.87
TOTAL AREA(ACRES) = 6.50
LONGEST FLOWPATH FROM NODE 167.50 TO NODE 165.00
928.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
165.00 TO NODE
160,00 IS CODE' 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE {NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
-----~----------------------------------------------------------------------
ELEVATION DATA: UPSTREAM (FEET) = 1110.80 DOWNSTREAM (FEET) 1109.80
FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.51
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 13.43
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 11.01
LONGEST FLOWPATH FROM NODE 167.50 TO NODE 160.00 983.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE
164.50 TO NODE
164.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1116.00
DOWNSTREAM ELEVATION' 1110.00
ELEVATION DIFFERENCE = 6.00
TC = 0.303*(( 700.00**3)/( 6.00)]**.2 10.790
10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.286
USER-SPECIFIED RUNOFF COEFFICIENT = .8717
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (crs) 1. 39
TOTAL AREA (ACRES) = 0.70 TOTAL RONOFF(CFS) =
1. 39
****************************************************************************
FLOW PROCESS FROM NODE
164.00 TO NODE
164.00 IS CODE'
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.} 10.79
RAINFALL INTENSITY(INCH/HR} = 2.29
TOTAL STREAM AREA(ACRES) = 0.70
PEAK FLOW RATEICFS) AT CONFLUENCE' 1.39
****************************************************************************
FLOW PROCESS FROM NODE
163.50 TO NODE
163.00 IS CODE' 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS APARTMENT
TC = K*[(LENGTH**3)/(ELEVATION CHANGE}]**.2
INITIAL SUBAREA FLOW-LENGTH = 400.00
UPSTREAM ELEVATION = 1120.00
DOWNSTREAM ELEVATION = 1116.00
ELEVATION DIFFERENCE = 4.00
TC = 0.323*[( 400.00**3)/( 4.00)]**.2 8.905
10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.541
USER-SPECIFIED RUNOFF COEFFICIENT = .8474
SOIL CLASSIFICATION IS "B"
?J5
Page 12 of 17
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81INF10.RES
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
4.95
2.30 TOTAL RUNOFF (CFS) =
4,95
****************************************************************************
FLOW PROCESS FROM NODE
163.00 TO NODE
164.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1116.00 DOWNSTREAM (FEET) 1115.80
FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.} 4.18
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 4.95
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.98
LONGEST FLOWFATH FROM NODE 163.50 TO NODE 164.00 420.00 FEET.
****************************************************************************
FLOW PROCESS FROM" NODE
164.00 TO NODE
164.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLOENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLOENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION{MIN.) 8.98
RAINFALL INTENSITY (INCH/HR) = 2.53
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.95
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 1.39
2 4.95
Tc
IMIN.)
10.79
8.98
INTENSITY
I INCH/HOURI
2.286
2.528
AREA
IACRE)
0.70
2.30
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 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 ICFS) (MIN,) ( INCH/HOUR)
1 6.11 8,98 2.528
2 5,87 10.79 2.286
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 6.11 Tc{MIN. ) ~ 8.98
TOTAL AREA{ACRES) ~ 3.00
LONGEST FLOWPATH FROM NODE 164.50 TO NODE 164.00 700.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
164.00 TO NODE
160.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM (FEET) = 1115.80 DOWNSTREAM (FEET) 1115.60
FLOW LENGTH(FEET} = 20.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.33
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 6.11
PIPE TRAVEL TIME{MIN.} = 0.08 Tc(MIN.) = 9.06
LONGEST FLOWPATH FROM NODE 164.50 TO NODE 160.00 720.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
'7JP
160.00 IS CODE = 11
Page 13 of 17
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81INF1D.RES
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
============================================================================
** MAIN
STREAM
NUMBER
1
LONGEST
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
6.11 9.06 2.516
FLOWPATH FROM NODE 164.50 TO
AREA
(ACRE)
3.00
NODE 160,00
720.00 FEET.
BANK # 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(ers) (MIN. ) (INCH/HOUR)
13.43 11.01 2.260
FLOWPATH FROM NODE 167.50 TO NODE
** MEMORY
STREAM
NUMBER
1
LONGEST
AREA
(ACRE)
6.50
160.00
983.00 FEET.
*********************************WARNING***~******************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 17,17 9.06 2.516
2 18.92 11. 01 2.260
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFSl
TOTAL AREA(ACRES) =
ESTIMATES ARE
18.92
9.50
AS FOLLOWS:
Tc (MIN. 1 =
11.01
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 12
>>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE ~ 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 13
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
162.50 TO NODE
162.00 IS CODE ~ 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
====================================~=======================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 270.00
UPSTREAM ELEVATION = 1112.50
DOWNSTREAM ELEVATION = 1110.80
ELEVATION DIFFERENCE = 1.70
TC = 0.303*[( 270.00**31/( 1.701}**.2
10 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8750
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFSl
TOTAL AREA (ACRES1 =
7,840
2.725
1. 91
0.80
TOTAL RUNOFF (CFSl =
1. 91
****************************************************************************
FLOW PROCESS FROM NODE
162.00 TO NODE
162.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CO~FLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
"2.-"\
Page 14 of 17
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81INF10.RES
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TIME OF CONCENTRATION(MIN.) 7.84
RAINFALL INTENSITY (INCH/HR) 2.73
TOTAL STREAM AREA(ACRES): 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE =
1. 91
****************************************************************************
I
FLOW PROCESS FROM NODE
161. 50 TO NODE
161.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS APARTMENT
TC = K*[{LENGTH**31/(ELEVATION CHANGE}]**.2
INITIAL SUBAREA FLOW-LENGTH = 365.00
UPSTREAM ELEVATION = 1120.00
DOWNSTREAM ELEVATION = 1116.00
ELEVATION DIFFERENCE = 4.00
TC = 0.323*[( 365.00**3)/( 4.00) 1**.2
10 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8486
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
8.429
2.619
I
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4.22
1. 90
TOTAL RUNOFF (CFS) =
4.22
****************************************************************************
I
FLOW PROCESS FROM NODE
161.00 TO NODE
162.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
========~===================================================================
I
ELEVATION DATA: UPSTREAM (FEET) = 1116.00 DOWNSTREAM (FEET) 1112.00
FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 13.34
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW (CFS) = 4,22
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.45
LONGEST FLOWPATH FROM NODE 161.50 TO NODE 162.00 380.00 FEET.
III
****************************************************************************
FLOW PROCESS FROM NODE
162.00 TO NODE
162.00 IS CODE =
1
-
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
========================================2===================================
--
I.
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.j 8.45
RAINFALL INTENSITY(INCH/HR) = 2.62
TOTAL STREAM AREA (ACRES) = 1.90
PEAK FLOW RATE(CFS} AT CONFLUENCE = 4.22
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 1. 91
2 4.22
Tc
(MIN. )
7.84
8.45
INTENSITY
( INCH/HOUR)
2,725
2.616
AREA
(ACRE)
0.80
1. 90
II
*********************************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.
**************************************************************************
II
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE H
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 5,83 7.84 2.725
2 6,05 8.45 2.616
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 7J>
Page 15 of 17
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81INF10.RES
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PEAK FLOW RATE(CFS) =
TOTAL AREA(ACRES) =
LONGEST FLQWPATH FROM
6.05 Tc(MIN.)
2.70
NODE 161.50 TO NODE
8.45
162.00
380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
162.00 TO NODE
160.00 IS CODE = 31
I
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
I
ELEVATION DATA: UPSTREAM (FEET) = 1112.00 DOWNSTREAM (FEET) 1110.00
FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 10.40
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS} = 6.05
PIPE TRAVEL TIME(MIN.} = 0.03 Tc(MIN.) = 8.48
LONGEST FLOW PATH FROM NODE 161.50 TO NODE 160.00 400.00 FEET.
I
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****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
============================================================================
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** MAIN
STREAM
NUMBER
1
LONGEST
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
6.05 8,48 2.610
FLOWPATH FROM NODE 161.50 TO
AREA
(ACRE)
2.70
NODE 160.00
400.00 FEET.
I
** MEMORY
STREAM
NUMBER
1
LONGEST
BANK # 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
ICFS) (MIN.) lINCH/HOUR)
18.92 11.01 2.260
FLOWPATH FROM NODE 167.50 TO NODE
AREA
(ACRE)
9.50
160.00
983.00 FEET.
*********************************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
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
20.62
24.17
TABLE **
Tc
IMIN. )
8.48
11. 01
INTENSITY
( INCH/HOUR)
2.610
2.260
COMPUTED CONFLUENCE
PEAK FLOW RATEICFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
24.17
12.20
AS FOLLOWS:
Tc (MIN.) :
11. 01
I
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
153.80 IS CODE = 31
I
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
ELEVATION DATA: UPSTREAM (FEET) = 1106.00 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 540.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES
PIPE-FLOW VELOCITY/FEET/SEC.) 5.50
ESTIMATED PIPE DIAMETER{INCH) = 33.00
PIPE-FLOW (CFSJ = 24.17
PIPE TRAVEL TIME{MIN.) =
LONGEST FLOWPATH FROM NODE
1102.00
NUMBER OF PIPES
1
I
1.64 Tc(MIN.) =
167.50 TO NODE
12.65
153.80
1523.00 FEET.
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA (ACRES)
PEAK FLOW RATE(CFS)
12.20 TC(MIN.) =
24.17
12.65
I
============================================================================
===============================~============================================
END OF RATIONAL METHOD ANALYSIS
1A
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81INF10.RES
1
~
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1 00- YEAR
PROPOSED CONDITION
HYDROLOGY CALCULATIONS
SUMMARY
."
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811NF100.RES
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(C) Copyright 1982-2000 Advanced Engineering Soft~are (aes)
Ver. I.SA Release Date: 01/01/2000 License 10 1264
Analysis prepared by:
REF & Associates
14725 Alton Parkway
Irvine, CA 92618
FILE NAME: SlINFIOO.DAT
TIME/DATE OF STODY: 12:20 11/26/2001
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.55
10-YEAR STORM 10-MINUTE INTENSITY (INCH!HOOR) = 2.360
10-YEAR STORM 60-MINOTE INTENSITY (INCH!HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY (INCH!HOUR) = 3.480
100-YEAR STORM 60-MINUTE INTENSITY (INCH!HOURj = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 I-HOUR INTENSITY(INCH/HOURj = 1.300
SLOPE OF INTENSITY DURATION CURVE = 0.5496
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CRQSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- ! OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE I SIDEI WAY 1FT) 1FT) 1FT) 1FT) In)
--------- -----------------
-~------- -~~~~------------
1
30.0 20.0 0.018/0.018/0.020
0.67
2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth) * (Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE
502.50 TO NODE
502.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
=~==========================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)!(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 552.00
UPSTREAM ELEVATION = 1122.33
DOWNSTREAM ELEVATION = 1116.54
ELEVATION DIFFERENCE = 5.79
TC = 0.303*[( 552.00**3l!( 5.79)]**.2 9.424
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.595
USER-SPECIFIED RUNOFF COEFFICIENT = .8797
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 4.74
TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF (CFS) = 4.74
****************************************************************************
FLOW PROCESS FROM NODE
502.00 TO NODE
503.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE {NON-PRESSURE FLOW)<<<<<
============================================================================
Page 1 of 16
7'1/
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811NF100.RES
ELEVATION DATA: UPSTREAM (FEET) = 1113.50 DOWNSTREAM (FEET) 1113.00
FLOW LENGTH(FEET) = 50.00 MANNING'S N 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES
PIPE-FLOW VELOCITY (FEET /SEC.) 4.14
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (ers) = 4.74
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 9.62
LONGEST FLOWPATH FROM NODE 502.50 TO NODE 503.00 602.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
503.00 TO NODE
503.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
========================================~===================================
rOTAL ~UMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN. 1 9.62
RAINFALL INTENSITY (INCH/HR) = 3.55
TOTAL STREAM AREA (ACRES) = 1.50
PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.74
****************************************************************************
FLOW PROCESS FROM NODE
501. 50 TO NODE
501.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
---~-~~--------------------------------~-------------------~---------------~
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 140.00
UPSTREAM ELEVATION = 1115.17
DOWNSTREAM ELEVATION = 1114.00
ELEVATION DIFFERENCE = 1.17
TC = 0.303*[{ 140.00**3)/( 1.17)]**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8837
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRESl =
5.697
4.741
1.26
0,30
TOTAL RUNOFF{CFS) =
1.26
****************************************************************************
FLOW PROCESS FROM NODE
501.00 TO NODE
503.00 IS CODE ~ 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1113.90 DOWNSTREAM (FEET) 1113.70
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCHl INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 2.28
ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOWICFS) = 1.26
PIPE TRAVEL TIME(MIN.} = 0.29 Tc(MIN.) = 5.99
LONGEST FLOWPATH FROM NODE 501.50 TO NODE 503.00 180.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
503.00 TO NODE
503.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
====~~====~=~====:============~=========~==~================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 5.99
RAINFALL INTENSITY (INCH/HR) = 4.61
TOTAL STREAM AREA (ACRES) = 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.26
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (ers)
1 4.74
2 1. 26
Tc
(MIN.)
9.62
5.99
INTENSITY
( INCH/HOUR)
3.554
4.612
AREA
(ACRE)
1.50
0,30
Page 2 of 16
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811NF100.RES
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 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
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
4.21
5.71
TABLE **
Tc
(MIN.)
5.99
9.62
INTENSITY
, (INCH/HOUR)
4.612
3-.554
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS}
TOTAL AREA(ACRES) =
LONGEST FLOWPATH FROM
ESTIMATES ARE
5.71
1. 80
NODE
AS FOLLOWS:
Tc (MIN.) =
9.62
502.50 TO NODE
503.00
602.00 FEET.
******************~*********************************************************
FLOW PROCESS FROM NODE
503.00 TO NODE
504.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1113.50 DOWNSTREAM (FEET) 1112.00
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.J 4.29
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 5.71
PIPE TRAVEL TIME(MIN.J = 0.58 Tc(MIN.) = 10.21
LONGEST FLOW PATH FROM NODE 502.50 TO NODE 504.00 752.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
504.00 TO NODE
504.00 IS COpE = 13
----------------------------------------------------------------------------
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
416.50 TO NODE
416.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
=====================~======================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE) ]**.2
INITIAL SUBAREA FLOW-LENGTH = 250.00
UPSTREAM ELEVATION = 1118.00
DOWNSTREAM ELEVATION = 1117.00
ELEVATION DIFFERENCE = 1.00
TC = 0.303*[( 250.00**3J!( 1.00)]**.2 8.324
100, YEAR RAINFALL INTENSITY (INCH!HOUR) = 3.849
USER-SPECIFIED RUNOFF COEFFICIENT = .8807
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFSJ 5.76
TOTAL AREA{ACRES} = 1.70 TOTAL RUNOFF{CFS) = 5.76
****************************************************************************
FLOW PROCESS FROM NODE
416.00 TO NODE
410.90 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
. >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
===================:~=====================:=====:===========================
ELEVATION DATA: UPSTREAM (FEET) = 1117.00 DOWNSTREAM (FEET) 1113.00
FLOW LENGTH (FEET) = 420.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES
PIPE-FLOW VELOCITY(FEET!SEC.} = 4.20
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLON(CFS) = 5.76
PIPE TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 9.99
LONGEST FLOWPATH FROM NODE 416.50 TO NODE 410.90 670.00 FEET.
Page 3 of 16
'11'-
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811NF100.RES
****************************************************************************
I
FLOW PROCESS FROM NODE
410.90 TO NODE
410.90 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.} 9.99
RAINFALL INTENSITY (INCH/HR) = 3.48
TOTAL STREAM AREA(ACRES} = 1.70
PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.76
I
****************************************************************************
FLOW PROCESS FROM NODE
415.50 TO NODE
415.00 IS CODE = 21
----------------------------------------------------------------------------
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
====::=:=:=::=~======:=====:===========:======::============================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[ (LENGTH**3)!(ELEVATION CHANGEj]**.2
INITIAL SUBAREA FLOW-LENGTH = 410.00
UPSTREAM ELEVATION: 1115.00
DOWNSTREAM ELEVATION = 1110.00
ELEVATION DIFFERENCE = 5.00
TC = 0.303*[ (410.00**3)!( 5.00)]**.2
100 YEAR RAINFALL INTENSITY (INCH!HOURj =
USER-SPECIFIED RUNOFF COEFFICIENT = .SS10
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
8.118
3.902
I
8.94
2.60
TOTAL RUNOFF(CFS) =
8.94
I
****************************************************************************
FLOW PROCESS FROM NODE
415.00 TO NODE
410.90 IS CODE = 31
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
--------------------------------------------------------------------~-------
----------------------------------------------------------------------------
I
ELEVATION DATA: UPSTREAM (FEET) = 1110.00 DOWNSTREAM (FEET) 1109.00
FLOW LENGTH(FEET) = .50.00 MANNING'S N = 0.015
DEPTH OF FLOW IN lS.0 INCH PIPE IS 13.S INCHES
PIPE-FLOW VELOCITY (FEET/SEC. j 6.14
ESTIMATED PIPE DIAMETER (INCH) = lS.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 8.94
PIPE TRAVEL TIME{MIN.) = 0.14 TC(MIN.) = 8.25
LONGEST FLOWPATH FROM NODE 415.50 TO NODE 410.90 460.00 FEET.
I
****************************************************************************
FLOW PROCESS FROM NODE
410.90 TO NODE
410.90 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.) 8.25
RAINFALL INTENSITY (INCH!HRj = 3.87
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.94
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CrS)
1 5.76
2 8.94
Tc
(MIN,)
9.99
8.25
INTENSITY
(INCH/HOUR)
3.482
3,867
AREA
(ACRE)
1. 70
2.60
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.
**************************************************************************
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RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK FLOW RATE TABLE **
Page 4 of 16
~1
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811NF100.RES
STREAM
NUMBER
'1
2
RUNOFF
(CFS)
13.70
13.81
Tc
(MIN.)
8.25
9.99
INTENSITY
(INCH/HOUR)
3.867
3.482
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
LONGEST FLQWPATH FROM
ESTIMATES ARE
13.70
4.30
NODE
AS FOLLOWS:
Tc (MIN. I =
8.25
416.50 TO NODE
410,90
670.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.90 TO NODE
410.80 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA; UPSTREAM (FEET) = 1110.00 DOWNSTREAM (FEET) 1106.00
FLOW LENGTH (FEET) = 150.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 7.72
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 13.70
PIPE TRAVEL TIME(MIN.) = 0.32 TC{MIN.) = 8.58
LONGEST FLOWPATH FROM NODE 416.50 TO NODE 410.80 820.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.80 TO NODE
410.80 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 8.58
RAINFALL INTENSITY (INCH/HR) = 3.79
TOTAL STREAM AREA (ACRES) = 4.30
PEAK FLOW RATE (CFS) AT CONFLUENCE = 13.70
****************************************************************************
FLOW PROCESS FROM NODE
413.50 TO NODE
413.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
------------------------~---------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 300.00
UPSTREAM ELEVATION = 1106.00
DOWNSTREAM ELEVATION = 1103.00
ELEVATION DIFFERENCE = 3.00
TC = 0.303*[( 300.00**3)/( 3.00) ]**.2 7.455
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.090
USER-SPECIFIED RUNOFF COEFFICIENT = .8816
SOIL CLASSIFICATION IS "B" .
SUBAREA RUNOFF (CFS) 3.97
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.97
****************************************************************************
FLOW PROCESS FROM NODE
413.00 TO NODE
410.80 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
=========================================~======~===========================
ELEVATION DATA: UPSTREAM (FEET) = 1107.00 DOWNSTREAM (FEET) 1106.50
FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 3.91
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW{CFS) = 3.97
PIPE TRAVEL TIME{MIN.) = 0.22 Tc(MIN.) = 7.68
LONGEST FLOWPATH FROM NODE 413.50 TO NODE 410.80 352.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.80 TO NODE
410.80 IS CODE =
1
----------------------------------------------------------------------------
Page 5 of 16
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811NF100.RES
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================~===============================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) 7.68
RAINFALL INTENSITY (INCH!HR) = 4.02
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.97
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (ers)
1 13.70
2 3,97
TC
(MIN. )
8.58
7,68
INTENSITY
( INCH/HOUR)
3.786
4.024
AREA
(ACRE)
4.30
1.10
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 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 16,23 7.68 4,024
2 17.43 8.58 3.786
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 17.43 Tc(MIN.) ; 8.58
TOTAL AREA(ACRES) ; 5.40
LONGEST FLOWPATH FROM NODE 416.50 TO NODE 410.80 820.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.80 TO NODE
410.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1097.65 DOWNSTREAM (FEET)
FLOW LENGTH(FEET} = 290.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 6.67
ESTIMATED PIPE DIAMETER (INCH) = 24.00
PIPE-FLOW(CFS) = 17.43
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
1093.00
NUMBER OF PIPES
1
0.73 Tc(MIN.} =
416.50 TO NODE
9.30
410.00
1110,00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410,00 TO NODE
410.00 IS CODE; 13
----------------------------------------------------------------------------
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
414.50 TO NODE
414.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1115.00
DOWNSTREAM ELEVATION = 1107.00
ELEVATION DIFFERENCE = 8.00
TC = 0.303*({ 700.00**3)/( 8.00)]**.2 10.187
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.445
USER-SPECIFIED RUNOFF COEFFICIENT = .8790
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 1.21
TOTAL AREA (ACRES) = 0.40 TOTAL RUNOFF (CFSJ = 1.21
Page 6 of 16
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811NF100.RES
****************************************************************************
FLOW PROCESS FROM NODE
414.50 TO NODE
414.50 IS CODE = 13
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
411.50 TO NODE
411.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3l/(ELEVATION CHANGEl]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1116.00
DOWNSTREAM ELEVATION = 1106.00
ELEVATION DIFFERENCE = 10.00
TC = 0.303*[ (700.00**3)/( 10.00)]**.2
100 YEAR RAINFALL INTENSITY (INCH/HOURl =
USER-SPECIFIED RUNOFF COEFFICIENT = .8794
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
9.742
3.530
1.55
0.50
TOTAL RUNOFF (CFS) =
1. 55
****************************************************************************
FLOW PROCESS FROM NODE
411.50 TO NODE
411.50 IS CODE = 13
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
349.50 TO NODE
349.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
--------------------------------------------------------------------------~-
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
.TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 525.00
UPSTREAM ELEVATION = 1115.80
DOWNSTREAM ELEVATION = 1083.50
ELEVATION DIFFERENCE = 32.30
TC = 0.303*[{ 525.00**3l/( 32.30)]**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8827
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
6.484
4.416
3,12
0.80
TOTAL RUNOFF (CFS) =
3.12
****************************************************************************
FLOW PROCESS FROM NODE
349.00 TO NODE
345.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
================================-========--=================================
ELEVATION DATA: UPSTREAM (FEET) = 1083.50 DOWNSTREAM (FEET) 1082.00
FLOW LENGTH{FEET} = 70.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES
PIPE-FLOW VELOCITY (FEET /SEC. ) 4.96
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW{CFS) = 3.12
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 6.72
LONGEST FLOW PATH FROM NODE 349.50 TO NODE 345.00 595.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
345.00 TO NODE
345.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM "FOR CONFLUENCE<<<<<
===========-~=======================================-==========~~===========
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION{MIN.) = 6.72
Page 7 of 16
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811NF100.RES
RAINFALL INTENSITY (INCH/HR) = 4.33
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.12
****************************************************************************
FLOW PROCESS FROM NODE
347.50 TO NODE
347.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
~==================================================================~========
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3l/(ELEVATION CHANGEl]**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1097.00
DOWNSTREAM ELEVATION = 1084.00
ELEVATION DIFFERENCE = 13.00
TC = 0.303*[( 1000.00**3)/( 13.00)]**.2 11.450
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.230
USER-SPECIFIED RUNOFF COEFFICIENT = .8780
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS) 6.81
TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF (CFS) = 6.81
****************************************************************************
FLOW PROCESS FROM NODE
347.00 TO NODE
345.00 IS CODE ~ 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1084.00 DOWNSTREAM (FEET) 1083.50
FLOW LENGTH (FEET) = 25.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.87
ESTIMATED PIPE DIAMETER (INCH) = .18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 6.81
PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 11.52
LONGEST FLOWPATH FROM NODE 347.50 TO NODE 345.00 1025.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
345.00 TO NODE
345.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 11.52
RAINFALL INTENSITY(INCH/HR) = 3.22
TOTAL STREAM AREA (ACRES) = 2.40
PEAK FLOW RATE(CFS} AT CONFLUENCE = 6.81
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 3.12
2 6.81
Tc
(MIN. )
6.72
11. 52
INTENSITY
( INCH/HOUR)
4,330
3.220
AREA
(ACRE)
0.80
2.40
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 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 (eFS) (MIN.) ( INCH/HOUR)
1 7,09 6.72 4.330
2 9.13 11. 52 3,220
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFSJ
TOTAL AREA (ACRES) =
ESTIMATES ARE
9.13
3.20
AS FOLLOWS:
Tc (MIN.) =
11. 52
Page 80t 16
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811NF100.RES
LONGEST FLOW PATH FROM NODE
347.50 TO NODE
345.00" 1025.00 FEET.
~***************************************************************************
FLOW PROCESS FROM NODE
345.00 TO NODE
341.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLDW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1083.50 DOWNSTREAM {FEETJ
FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.90
ESTIMATED PIPE DIAMETER(INCH) = 21.00
PIPE-FLQW{CFS) = 9.13
PIPE TRAVEL TIME{MIN.) =
LONGEST FLOWPATH FROM NODE
1083.00
NUMBER OF PIPES
1
0.08 TC(MIN.} =
347.50 TO NODE
11. 61
341.00
1055.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
341. 00 TO NODE
341.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 11.61
RAINFALL INTENSITY (INCH/HR) = 3.21
TOTAL STREAM AREA (ACRES) = 3.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.13
****************************************************************************
FLOW PROCESS FROM NODE
343.50 TO NODE
343.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1118.00
DOWNSTREAM ELEVATION = 1096.00
ELEVATION DIFFERENCE = 22.00
TC = 0.303*[( 1000.00**3)/( 22.00)]**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8789
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS) ~
TOTAL AREA (ACRES) =
10.306
3.423
47,83
15,90
TOTAL RUNOFF(CFS} =
47.83
****************************************************************************
FLOW PROCESS FROM NODE
343.00 TO NODE
341.00 IS CODE" 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
================================-===========================================
ELEVATION DATA: UPSTREAM (FEET) " 1096.00 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.2 INCHES
PIPE-FLOW VELOCITY{FEET/SEC.) 10.23
ESTIMATED PIPE DIAMETER (INCH) = 33.00
PIPE-FLOW(CFS)" 47.83
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
1095.00
NUMBER OF PIPES
1
0.07 TC(MIN.) =
343.50 TO NODE
10.37
341.00
1040.00 FEET.
*************************************************************~**************
FLOW PROCESS FROM NODE
341. 00 TO NODE
341.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 10.37
RAINFALL INTENSITY (INCH/HR) = 3.41
TOTAL STREAM AREA(ACRES) = 15.90
PEAK FLOW RATE (CFS) AT CONFLUENCE = 47.83
Page 9 of 16
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81INF1DD.RES
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS}
1 9.13
2 47.83
Tc
(MIN. )
11.61
10.37
INTENSITY
( INCH/HOUR)
3.207
3,411
AREA
(ACRE}
3.20
15.90
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE 0-1 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
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
ICFS)
55.99
54.09
TABLE **
Tc
(MIN.)
10.37
11. 61
INTENSITY
( INCH/HOUR)
3.411
3.207
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 55.99 TC(MIN.) = 10.37
TOTAL AREA (ACRES) = 19.10
LONGEST FLOWPATH FROM NODE 347.50 TO NODE 341.00
1055.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
341.00 TO NODE
341.00 IS CODE = 13
----------------------------------------------------------------------------
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
167.50 TO NODE
167.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**31/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 550.00
UPSTREAM ELEVATION = 1120.00
DOWNSTREAM ELEVATION = 1115.00
ELEVATION DIFFERENCE = 5.00
TC = 0.303*[( 550.00**3)/( 5.00)]**.2 9.683
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.542
USER-SPECIFIED RUNOFF COEFFICIENT = .8795
SOIL CLASSIFICATION IS "8"
SUBAREA RUNOFF(CFS) 17.76
TOTAL AREA (ACRES) = 5.70 TOTAL RUNOFF (CFS) = -17.76
****************************************************************************
FLOW PROCESS FROM NODE
167.00 TO NODE
165.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1115.00 DOWNSTREAM (FEET) 1111.00
FLOW LENGTH(FEET) = 378.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19:4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.80
ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 17.76
PIPE TRAVEL TIME(MIN.) = 1.09 TC(MIN.) = 10.77
LONGEST FLOWPATH FROM NODE 167.50 TO NODE 165.00 = 928.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
165.00 TO NODE
165.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.77
Page 10 of 16
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RAINFALL INTENSITY(INCH/HR) = 3.34
TOTAL STREAM AREA(ACRESj = 5.70
PEAK FLOW RATE (CFS) AT CONFLUENCE =
17,76
****************************************************************************
FLOW PROCESS FROM NODE
166.50 TO NODE
166.00 IS CODE = 21
I
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*( (LENGTH**3)/(ELEVATION CHANGEJ]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1115.30
DOWNSTREAM ELEVATION = 1111.20
ELEVATION DIFFERENCE = 4.10
TC = 0.303*[( 700.00**3)/( 4.10)J**.2 11.644
100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 3.201
USER-SPECIFIED RUNOFF COEFFICIENT = .8778
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS) 2.25
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF (CFS) = 2.25
I
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****************************************************************************
FLOW PROCESS FROM NODE
166.00 TO NODE
165.00 IS CODE = 31
I
----------------------------------------------------------------------------
============================================================================
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
ELEVATION DATA: UPSTREAM (FEET) = 1111.20 DOWNSTREAM (FEET) 1110.80
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 2.66
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 2.25
PIPE TRAVEL TIME(MIN.) = 0.50 TC(MIN.) = 12.15
LONGEST FLOWPATH FROM NODE 166.50 TO NODE 165.00 = 780.00 FEET.
I
****************************************************************************
I
FLOW PROCESS FROM NODE
165.00 TO NODE
165.00 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
TIME OF CONCENTRATION (MIN.) 12.15
RAINFALL INTENSITY (INCH/HR) = 3.13
TOTAL STREAM AREA (ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.25
2 ARE:
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 17.76
2 2.25
Tc
(MIN, )
10.77
12.15
INTENSITY
I INCH/HOUR)
3.341
3.128
AREA
(ACRE)
5.70
0.80
I
*********************************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
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
ICFS)
19,75
18.87
TABLE **
Tc
(MIN.)
10.77
12.15
INTENSITY
( INCH/HOUR)
3.341
3.128
I
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS} 19.75 Tc(MIN.) = 10.77
Page 11 0116
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811NF100.RES
TOTAL AREA (ACRES) = 6.50
LONGEST FLQWPATH FROM NODE
167.50 TO NODE
165.00 =
928.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
165.00 TO NODE
160.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESrZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1110.80 DOWNSTREAM (FEET) 1109.80
FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.2 INCHES
PIPE-FLOW VELOCITY(FEET!SEC.) 7.38
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 19.75
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.j = 10.89
LONGEST FLOWPATH FROM NODE 167.50 TO NODE 160.00 983.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK ~ 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
164.50 TO NODE
164.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGEl)**.2
INITIAL SUBAREA"FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1116.00
DOWNSTREAM ELEVATION = 1110.00
ELEVATION DIFFERENCE = 6.00
TC = 0.303*[( 700.00**3)!( 6.00)]**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8785
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
10.790
3.338
2.05
0.70
TOTAL RUNOFF{CFS) =
2.05
****************************************************************************
FLOW PROCESS FROM NODE
164.00 TO NODE
164.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 10.79
RAINFALL INTENSITY (INCH/HR) = 3.34
TOTAL STREAM AREAIACRES) = 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.05
****************************************************************************
FLOW PROCESS FROM NODE
163.50 TO NODE
163.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================~===============================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS APARTMENT
TC = K*[(LENGTH**3l!(ELEVATION CHANGE)] **.2
INITIAL SUBAREA FLOW-LENGTH = 400.00
UPSTREAM ELEVATION = 1120.00
DOWNSTREAM ELEVATION = 1116.00
ELEVATION DIFFERENCE = 4.00
TC ". 0.323*[( 400.00**3}j{ 4.00)]**.2
100 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8604
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
8,905
3.709
7.34
2,30
TOTAL RUNOFF (CFS) =
7.34
****************************************************************************
Page 12 of 16
A,".7
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811NF100.RES
FLOW PROCESS FROM NODE
163.00 TO NODE
164.00 IS CODE = 31
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
I
ELEVATION DATA: UPSTREAM (FEET) = 1116.00 DOWNSTREAM (FEET) 1115.80
FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES
PIPE-FLOW VELOCITY (FEET/SEC. ) 4.61
ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES 1
PIPE-FLaW(erS) = 7.34
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.98
LONGEST FLOWPATH FROM NODE 163.50 TO NODE 164.00 420.00 FEET.
I
****************************************************************************
FLOW PROCESS FROM NODE
164.00 TO NODE
164.00 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.) 8.98
RAINFALL INTENSITY (INCH/HR) = 3.69
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS} AT CONFLUENCE = 7.34
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS) ~
1 2.05
2 7.34
Tc
(MIN. )
10.79
8.98
INTENSITY
(INCH/HOUR)
3.338
3.693
AREA
(ACRE)
0,70
2.30
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 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER ICFSI IMIN. I ( INCH/HOURI
1 9.05 8.98 3.693
2 8.69 10.79 3.338
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 9.05 TC(MIN.) = 8.98
TOTAL AREA(ACRES) = 3.00
LONGEST FLOWPATH FROM NODE 164.50 TO NODE 164.00 700.00 FEET.
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****************************************************************************
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FLOW PROCESS FROM NODE
164.00 TO NODE
160.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
I
ELEVATION DATA: UPSTREAM(FEET) = 1115.80 DOWNSTREAM (FEET) =
FLOW LENGTH(FEET) = 20.00 MANNINGtS N = 0.015
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES
PIPE-FLOW VELOCITY{FEET/SEC.) 4.79
ESTIMATED PIPE DIAMETER (INCH) = 21.00
PIPE-FLOW(CFS) = 9.05
PIPE TRAVEL TIME(MIN.) t
LONGEST FLOWPATH FROM NODE
1115.60
I
NUMBER OF PIPES
1
0.07 Tc(MIN.) =
164.50 TO NODE
9.05
160.00
720.00 FEET.
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****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
============================================================================
I
** MAIN STREAM CONFLUENCE DATA **
Page 13 of 16
*
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811NF100.RES
STREAM
NUMBER
1
LONGEST
RUNOFF Tc
ICFS) IMIN,)
9.05 9.05
FLOWPATH FROM NODE
INTENSITY
( INCH/HOUR)
3.677
164.50 TO
AREA
(ACRE)
3.00
NODE 160.00
720.00 FEET.
** MEMORY
STREAM
NUMBER
1
LONGEST
BANK # 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
I CFS) IMIN. ) I INCH/HOUR)
19,75 10.89 3.320
FLOWPATH FROM NODE 167.50 TO NODE
AREA
IACRE)
6.50
160.00
983.00 FEET,
*********************************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.
**************************************************************************
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (ers) (MIN. ) I INCH/HOUR)
1 25.45 9.05 3.677
2 27.92 10.89 3.320
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
27.92
9.50
AS FOLLOWS:
Tc (MIN.) =
10.89
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 12
----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<~
=========================================================================-==
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 13
----------------------------------------------------------------------------
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
162.50 TO NODE
162.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC ~ K'[ILENGTH'*3J!IELEVATION CHANGE)]".2
INITIAL SUBAREA FLOW-LENGTH ~ 270.00
UPSTREAM ELEVATION = 1112.50
DOWNSTREAM ELEVATION = 1110~80
ELEVATION DIFFERENCE = 1.70
TC = 0.303*[( 270.00**3)/{ 1.70)]**.2
100 YEAR RAINFALL INTENSITY(INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8812
SOIL CLASSIFICATION IS "8"
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
7.840
3.978
2.80
0.80
TOTAL RUNOFF(CFS) =
2.80
****************************************************************************
FLOW PROCESS FROM NODE
162.00 TO NODE
162.00 IS CODE:
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
:============:======:==~=:==================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 7.84
RAINFALL INTENSITY(INCH/HRj = 3.98
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.80
Page 14 of 16
~
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811NF100.RES
****************************************************************************
FLOW PROCESS FROM NODE
161.50 TO NODE
161.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
================~===========================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS APARTMENT
TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 365.00
UPSTREAM ELEVATION = 1120.00
DOWNSTREAM ELEVATION = 1116.00
ELEVATION DIFFERENCE = 4.00
TC = O.323*[{ 365.00**3)/( 4.0Q}]**.2
100 YEAR RAINFALL INTENSITY (INCH!HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8613
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES} =
8.429
3.823
6.26
1. 90
TOTAL RUNOFF (CFS) =
6,26
****************************************************************************
FLOW PROCESS FROM NODE
161. 00 TO NODE
162.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>CQMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSU~E FLOW)<<<<<
===================================================:========================"
ELEVATION DATA: UPSTREAM (FEET) = 1116.00 DOWNSTREAM (FEET) 1112.00
FLOW LENGTH(FEET} = 15.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER(INCH} INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 14.94
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 6.26
PIPE TRAVEL TIME (MIN.) = 0.02 Tc(MIN.) = 8.45
LONGEST FLOWPATH FROM NODE 161.50 TO NODE 162.00 380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
162.00 TO NODE
162.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.} 8.45
RAINFALL INTENSITY(INCH/HR) = 3.82
TOTAL STREAM AREA (ACRES) = 1.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.26
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 2.80
2 6.26
Tc
(MIN.)
7.84
8.45
INTENSITY
(INCH/HOUR)
3.978
3.819
AREA
(ACRE)
0.80
1. 90
*********************************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.
**************************************************************************
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
8,61
8.95
TABLE **
Tc
(MIN,)
7.84
8.45
INTENSITY
(INCH/HOUR)
3.978
3.819
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
LONGEST FLOWPATH FROM
ESTIMATES ARE
8.95
2.70
NODE
AS FOLLOWS:
Tc {MIN.) =
8.45
161. 50 TO NODE
162.00
380.00 FEET.
Page 15 of 16
~
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811NF100.RES
****************************************************************************
FLOW PROCESS FROM NODE
I
162.00 TO NODE
160.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1112.00 DOWNSTREAM (FEETj 1110.00
FLOW LENGTH (FEET) = 20.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.QOO
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 11.55
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 8.95
PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 8.47
LONGEST. FLOWPATH FROM NODE 161.50 TO NODE 160.00 400.00 FEET.
I
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****************************************************************************
160.00 IS CODE = 11
FLOW PROCESS FROM NODE
160.00 TO NODE
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
~===========================================================================
I
** MAIN
STREAM
NUMBER
1
LONGEST
I
** MEMORY
STREAM
NUMBER
1
LONGEST
I
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
8,95 8.'7 3.811
FLOWPATH FROM NODE 161.50 TO
AREA
(ACRE)
2.70
NODE 160.00
400.00 FEET.
BANK # 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOURI
27.92 10.89 3,320
FLOWPATH FROM NODE 167.50 TO NODE
AREA
(ACRE)
9.50
160.00
983.00 FEET.
*********************************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
I
FLOW RATE
RUNOFF
(CFS)
30.67
35.71
TABLE **
Tc
(MIN, )
8.47
10.89
INTENSITY
( INCH/HOUR)
3.811
3,320
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
10.89
I
ESTIMATES ARE
35.71
12.20
AS FOLLOWS:
TC{MIN.} =
****************************************************************************
153.80 IS CODE = 31
FLOW PROCESS FROM NODE
160.00 TO NODE
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
===================~========================================================
ELEVATION DATA: UPSTREAM (FEET) = 1106.00 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 540.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.95
ESTIMATED PIPE DIAMETER (INCH) = 36.00
PIPE-FLOW(CFS) = 35.71
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
I
I
1102.00
NUMBER OF PIPES
1
1.51 Tc(MIN.) =
167.50 TO NODE
12.41
153.80
1523.00 FEET.
====================~=========-=============================================
12.41
END OF STUDY SUMMARY:
TOTAL AREA (ACRES)
PEAK FLOW RATE{CFS)
12,20 TC(MIN.) =
35.71
I
============================================================================
1
========~===================================================================
END OF RATIONAL METHOD ANALYSIS
I
~'\
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Page 16 of 16
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Appendix D:
Hydraulic Calculations
A,9:>
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Node ID
162
164
167
347
349
501
502
Catchbasin Inlet Size Design
CB ID Q Inflow (cfs) Length (ft) Designed Capacity (cfs)
24 2.8 7 22
23 2.1 7 22
26 17.8 7 22
33 6.8 7 22
32 3.1 7 22
35 1.3 7 22
M 43 7 n
Notes:
1
2
181lnletsSize.xls
All inlets in sag conditions,
Inlet capacity for spread < 16' and depth <10".
11/26/2001
RBF Consuiting tfv
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Project Description
Worksheet
Type
Solve For
CB in Sag
Curb Inlet In So
Spread
I
Input Data
Discharge 22.00 cfs
Gutter Width 2.00 It
Gutter Cross Slope 9.9 %
Road Cross Slope 1.7 %
Curb Opening Len! 7.00 ft
Opening Height 0,50 It
Curb Throat Type iorizontal
Local Depression 4.0 in
Local Depression \ 4.00 ft
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Results
Spread 15.95 It
Throat Incline An ~O.OO degree
Depth 0,77 It
Gutter Depressio 2.0 in
Total Depression 6.0 in
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Worksheet
Worksheet for Curb Inlet In Sag
&---c..- C"rf 4,'-1-1"7
'" ~'
~ l.eNC..TH - "(
I
h:\pdata\151 00181\dwg\hydrolog\181 cb.fm2
09/19/01 09:47:35 AM C Haestad Methods, Inc.
Rob8rt Beln. WIlliam Frost & Associates
37 Brookside Road Waterbury, CT 06708 USA
')0
Project Engineer: Ejaz Mohammad, P .E.
FlowMaster vB.a [614b]
(203) 755-1666 Page 1 at 1
Input Data
Discharge 30.00 cis "---z..... LMftc..l '"IT
Gutter Width 2.00 ft
Gutter Cross Slope 9.9 %
Road Cross Slope 1.1 % \ 4'
Curb Opening Len! 14,00 ft ~ Le,,;C,ftl ~
Opening Hei9ht 0,50 ft
Curb Throat Type iorizontal
Local Depression 4.0 in
Local Depression \ 4.00 ft
II
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Project Description
Worksheet
Type
Solve For
CB in Sag
Curb Inlet In S,
Spread
I
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I
Results
Spread i1,15 ft
Throat Incline An ~O.OO degree
Depth 0.80 ft
Gutter Depressio 2.0 in
Total Depression 6.0 in
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Worksheet
Worksheet for Curb Inlet In Sag
I
h:\pdata\151 00181\dwg\hydrolog\181 cb.fm2
09/19101 09:52:13 AM C Haestad Methods, Inc.
Robert Seln, William Frost & Associates
37 Brookside Road Waterbury, CT 06708 USA
'5\
Project Engineer: Ejaz Mohammad, P.E.
. FlowMaster v6.Q [614b]
(203) 755-1666 Page 1 of 1
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Worksheet
Worksheet for Curb Inlet In Sag
Project Description
Worksheet
Type
Solve For
CB in Sa9
Curb Inlet In S.
Spread
Input Data
Discharge 42.00 cfs
Gutter Width 2,00 ft
Gutter Cross Slope 9.9 %
Road Cross Slope 1.7 %
Curb Opening Len! 21.00 ft
Opening Height 0,50 ft
Curb Throat Type iorizontal
Local Depression 4.0 in
Local Depression \ 4.00 ft
.:::-z.- 4'p(:rc.-(/f'"T.
2..{/
L--z..- LE"'cnrll,;.
Results
Spread 15.64 ft
Throat Incline An 30.00 degree
Depth 0.76 ft
Gutter Depresslo 2.0 in
Total Depression 6.0 in
-5z..'
Project Engineer: Ejaz Mohammac;t, P .E.
h:\pdata\15100161\dwg\hydrolog\181cb.fm2 Robert Beln, William Frost & Assoclat&s FlowMaster v6.0 [814b]
09/19/01 09:52:57 AM @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1686 Page 1 of 1
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LINE I
HYDRAULIC CALCULATIONS
SUMMARY
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HYDRAULIC CALCULATIONS,
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LATERAL K-2
HYDRAULIC CALCULATIONS
SUMMARY
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Stormdrain Improvement Plans included with the report for plan check.
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