HomeMy WebLinkAboutHarveston Drainage Study (Sept.20,2001)
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Preparedfor:
DRAINAGE STUDY
REPORT
Tract 29639: Harveston Infrastructure
City of Temecula, California
September 20, 2001
Lennar
24800 Chrisanta Drive
Mission Viejo, California
Prepared by:
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[:; CJ N 5 U LTI N G
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
RECEIVED
SEP 2 4 ZOOl
CITY OF TEMECULA
ENGINEERING DEPARTMENT
RECEIVED
DEe 3 ~ 2001
CITY OF TEMECULA
ENGINEERING DEPARTMENT
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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
Appendi)( C . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. Hydrologic Calculations
~pe'ridix W . , . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. Hydraulic Calculations
/1~Of' E: _" ~- () tl'.~"'" {/("'f;:
/ TABLE OF FIGURES ~ " \ ". .' . . -:
ov-, '1 c-"v-C-\.L L...' ) ... ,.
Figure 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . , . , , , . , . . . . Harveston Vicinity Map
Figure 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . .. Infrastructure Storm Drain
Figure 3 . . . . . . . . . . . . . . . . . . . . , . . . , . , . . . , . . . . . . . . . . . . . . . Hydrologic Soils Group Map
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TABLE OF EXHIBITS
Exhibit A
Proposed Condition
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TRACT 29639'INFRASTRUCTURE STORMDRAIN DESIGN REPORT
HARVESTON SPECIFIC SITEPLAN _---/ i - --
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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: Drainage from south side of
Ysabel Barnett Elementary School is picked up by a catchbasin and is transported through
RCP pipe 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 in Tract 29929-1, which drains to infrastructure stormdrain system on
TRACT 29639 INFRASTRUCTURE STORMDRAIN DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN 1
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STUDY SUMMARY
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: The flow is captured by
catch basins and risers and is carried by RCP pipe to existing stormdrain system in
Margarita Road near Harveston Way. This flow eventually drains to Santa Getrudis Creek.
C, Storm drain system starting at the north side of Village Road near west end of Harveston
Way: 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. Outlet Point is node 410,
D. Drainage system at the intersection of Date Street and Lakeview Road drain westerly to
southwest end of Lakewview Road: The outlet for this system is node 504 shown in Exhibit
A.
E. Inlet at the South side of Date Street west of Margarita Road: The inlet is located at Node
505 in Exhibit A. Flow picked up from this inlet drains to an existing pipe which will connect
to the infrastructure storm drain pipe draining to Ynez Road.
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 8;
. 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, Table A. B, C, and D show the
10 and 100-year peak flows with time of concentration for each sub-basins,
A..
TRACT 29639 INFRASTRUCTURE STORMDRAIN DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN 2
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I ~ 'Table B: Drainage System Starting at the East End of Harveston Way at Margarita Rd
~ Peak Flow Summary for the Proposed Condition
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STUDY SUMMARY
Table A: Drainage System Starting at the West End of Township Road
Peak Flow Summary for the Proposed Condition
- Drainage Time of apeak (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 -(1.2' jj /-, .\ l f.l.^
166 0,8 11.6 1.5 2.3 I'
167 5.7 9,7 12.1 17.8 1/
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Drainage Time of apeak (cfs)
Sub-basin Name Area (ac.) Concentration
(min.) 10-Year 100-Year '
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343 ) 15.9 10,3 32.5 47.8
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'347 2.4 11.5 4.6 6.8
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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
Drainage Time of apeak (cfs)
Sub-basin Name Area (ac.) Concentration
(min.) 10-Year 100-Year
411 0.5 10.5 1.0 1.5
412 0.1 6.1 0,3 0.4
413 1.1 7.5 2.7 4.0
414 0,2 8.4 0.5 0.7
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 0: Drainage System on Date Street
Peak Flow Summary for the Proposed Condition
Drainage Time of Qpe.k (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
505 I' 2.8 13,0 5,0 7.4
1.4 Hydraulics
Inlet sizes were calculated for the calculated 1 OO-year flows. Pipe hydraulic calculations were not
performed in the current submittal study report. This will be performed after the pipes are
designed, Appendix 0 shows the catch basin sizing hydraulic calculations,
TRACT 29639 INFRASTRUCTURESTORMDRAIN DESIGN REPORT
HARVESTON SPECIFIC SITE PLAN 4
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FIGURE 2
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FIGURE 3
HYDROLOGIC SOILS
HARVESTON MASTER
GROUP
PLAN
MAP
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PLANNING . DESIGN . CONSTRUCTION
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SOURCE: PLATE C-1 .52 RCFC & WCD HYDROLOGY MANUAL
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81INF10.RES
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*~**************************************************************************
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 Software (aes)
Ver. I.SA Release Date: 01/01/2000 License 10 1264
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Analysis prepared by:
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REF & Associates
14725 Alton Parkway
Irvine, CA 92618
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FILE NAME: 81INFIO.DAT
TIME/DATE OF STUDY: 16:02 09/18/2001
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USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
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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
IO-YEAR STORM IO-MINUTE INTENSITY (INCH!HOUR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY (INCH!HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH!HOUR) = 3.480
100-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 "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-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSS FALL IN- ! OUT-!PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE! SIDE! WAY CFT) (FT) (FT) (FT) (n)
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30.0
20,0
0.018/0.018/0,020
0.67
2.00 0.0313 0.167 0.0150
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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.*
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****************************************************************************
FLOW PROCESS FROM NODE
502.50 TO NODE
502.00 IS CODE = 21
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>>>>>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
10 YEAR RAINFALL INTENSITY (INCH!HOUR) = 2.463
USER-SPECIFIED RUNOFF COEFFICIENT = .8731
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF{CFS) 3.23
TOTAL AREA(ACRESl = 1.50 TOTAL RUNOFF (CFS) = 3.23
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****************************************************************************
FLOW PROCESS FROM NODE
502.00 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)<<<<<
============================================================================
trK..fQ U6'V't7
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81INF10.RES
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.) 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.
****************************************************************************
FLOW PROCESS FROM NODE
503.00 TO NODE
503.00 IS COOE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
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
****************************************************************************
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
10 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8781
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
0.86
0.30
TOTAL RUNOFF(CFS} =
0,86
****************************************************************************
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(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.
****************************************************************************
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.) 6.02
RAINFALL INTENSITY (INCH/HR) = 3.15
TOTAL STREAM AREA (ACRES) = 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.86
** 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
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81INF10.RES
*********************************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
(CFSI
2.87
3,89
TABLE **
Tc
(MIN. )
6.02
9.64
INTENSITY
( INCH/HOURI
3.151
2.432
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
LONGEST FLOWPATH FROM
ESTIMATES ARE
3.89
1. 80
NODE
AS FOLLOWS:
Tc{MIN.l ::::
9.64
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
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 (CFSI ~ 3.89
PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 10.28
LONGEST FLOWPATH FROM NODE 502.50 TO NODE 504.00 752.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
504.00 TO NODE
504.00 IS CODE = 13
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
--------------------------------------------------------------~-------------
****************************************************************************
FLOW PROCESS FROM NODE
505.50 TO NODE
505.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[ (LENGTH**3)/(ELEVATION CHANGElJ**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1122.33
DOWNSTREAM ELEVATION = 1115.60
ELEVATION DIFFERENCE = 6.73
TC = 0.303*[( 1000.00**31/( 6.73)J**.2
10 YEAR RAINFALL INTENSITY (INCH/HOURl =
USER-SPECIFIED RUNOFF COEFFICIENT = .8696
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) =
13.061
2.058
5.01
2,80
TOTAL RUNOFF (CFS) =
5.01
****************************************************************************
FLOW PROCESS FROM NODE
505.00 TO NODE
505.00 IS CODE = 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
\'2..-
Page 3 of 18
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81INF10.RES
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 8.324
10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.637
USER-SPECIFIED RUNOFF COEFFICIENT = .8744
SOIL CLASSIFICATION IS "8"
SUBAREA RUNOFF (CFS) 3.92
TOTAL AREA (ACRES) "" 1.70 TOTAL RUNOFF(CFS) "" 3.92
****************************************************************************
FLOW PROCESS FROM NODE
416.00 TO NODE
414.00 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) = 400.00 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) = 3.92
PIPE TRAVEL TIME(MIN.} = 1.68 Tc{MIN.) = 10.01
LONGEST FLOWPATH FROM NODE 416.50 TO NODE 414.00 650.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
414.00 TO NODE
414.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION{MIN.) 10.01
RAINFALL INTENSITY (INCH/HRj = 2.38
TOTAL STREAM AREA(ACRES} = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.92
****************************************************************************
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 = 400.00
UPSTREAM ELEVATION = 1117.00
DOWNSTREAM ELEVATION = 1113.00
ELEVATION DIFFERENCE = 4.00
TC = 0.303*[( 400.00**3)/( 4.00)]**.2 8.364
10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.630
USER-SPECIFIED RUNOFF COEFFICIENT = .8744
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 0.46
TOTAL AREA (ACRES) = 0.20 TOTAL RUNOFF (CFS) = 0.46
****************************************************************************
FLOW PROCESS FROM NODE
414.00 TO NODE
414.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION{MIN.) 8.36
RAINFALL INTENSITY(INCH/HR) = 2.63
TOTAL STREAM AREA(ACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.46
****************************************************************************
FLOW PROCESS FROM NODE
415.50 TO NODE
415.00 IS CODE = 21
----------------------------------------------------------------------------
\"?
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
Page 4 of 18
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811NF10,RES
~===========================================================================
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)J**.2
10 YEAR RAINFALL INTENSITY(INCH/HOUR} =
USER-SPECIFIED RUNOFF COEFFICIENT = .8747
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
8.118
2.674
6,08
2.60
TOTAL RUNOFF (CFSj =
6.08
****************************************************************************
FLOW PROCESS FROM NODE
415.00 TO NODE
414.00 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-FLON(eFS) = 6.08
PIPE TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 8.26
LONGEST FLOWPATH FROM NODE 415.50 TO NODE 414.00 460.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
414.00 TO NODE
414.00 IS CODE =
----------------------------------------------------------------------------
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) 8.26
RAINFALL INTENSITY (INCH/HR) = 2.65
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATE(CFS} AT CONFLUENCE = 6.08
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 3.92
2 0,46
3 6,08
Tc
(MIN. )
10.01
8.36
8.26
INTENSITY
( INCH/HOUR)
2.383
2,630
2.647
AREA
(ACRE)
1. 70
0.20
2,60
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
i:":
("
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) ( INCH/HOUR)
1 9.77 8.26 2.647
2 9,78 8.36 2.630
3 9.81 10.01 2.383
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 9,77 TC(MIN. ) = 8.26
TOTAL AREA (ACRES) = 4.50
LONGEST FLOWPATH FROM NODE 416.50 TO NODE 414.00 650.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
414.00 TO NODE
412.00 IS CODE ~ 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
1,\
Page 5 of 18
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81INF10.RES
I
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<<<<<
=========================================:==================================
'I
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ELEVATION DATA: UPSTREAM (FEET) = 1109.00 DOWNSTREAM (FEET) 1107.00
FLOW LENGTH(FEETJ = 200.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES
PIPE-FLOW VELOCITY{FEET/SEC.) 4.82
ESTIMATED PIPE DIAMETER{INCH) = 21.00 NUMBER OF PIPES 1
PIPE-FLOW{CFS) = 9.77
PIPE TRAVEL TIME(MIN,) = 0.69 Tc(MIN.) = 8.96
LONGEST FLQWFATH FROM NODE 416.50 TO NODE 412.00 850.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
412.00 TO NODE
412.00 IS CODE =
1
----------------------------------------------------------------------------
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
I
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 8.96
RAINFALL INTENSITY(INCH/HR} = 2.53
TOTAL STREAM AREA(ACRES) = 4.50
PEAK FLOW RATE (CFS) AT CONFLUENCE = 9.77
****************************************************************************
I
FLOW PROCESS FROM NODE
413.50 TO NODE
413.00 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 = 300.00
UPSTREAM ELEVATION = 1106.00
DOWNSTREAM ELEVATION = 1103.00
ELEVATION DIFFERENCE = 3.00
TC = 0.303*[{ 300.00**3)/( 3.00)]**.2
10 YEAR RAINFALL INTENSITY(INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8755
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
7.455
2.802
I
I
2.70
1.10
TOTAL RUNOFF (CFS) =
2.70
****************************************************************************
I
FLOW PROCESS FROM NODE
413.00 TO NODE
412.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
I
ELEVATION DATA: UPSTREAM (FEET) = 1107.00 DOWNSTREAM (FEET) 1106.50
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 7.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 3.60
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 2,70
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 7.69
LONGEST FLOWPATH FROM NODE 413.50 TO NODE 412.00 350.00 FEET.
I
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****************************************************************************
FLOW PROCESS FROM NODE
413.00 TO NODE
412.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 7.69
RAINFALL INTENSITY (INCH/HR) = 2.76
TOTAL STREAM AREA (ACRES) = 1.10
PEAK FLOW RATE(CFS} AT CONFLUENCE = 2.70
****************************************************************************
I
FLOW PROCESS FROM NODE
412.50 TO NODE
412.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
\-5
========================-===================================================
I
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81INF10.RES
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 150.00
UPSTREAM ELEVATION = 1106.00
DOWNSTREAM ELEVATION = 1105.00
ELEVATION DIFFERENCE = 1.00
TC = 0.303*[ (150.00**3)/( 1.00)]**.2
10 YEAR RAINFALL INTENSITY (INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8774
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) =
6.127
3,122
0.27
0.10
TOTAL RUNOFF (CFS) =
0.27
****************************************************************************
FLOW PROCESS FROM NODE
412.00 TO NODE
412.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) 6.13
RAINFALL INTENSITY(INCH/HR) = 3.12
TOTAL STREAM AREA(ACRES) = 0.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.27
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (crs)
1 9.77
2 2.70
3 0.27
Tc
(MIN.)
8.96
7.69
6.13
INTENSITY
( INCH/HOUR)
2.533
2.755
3.122
AREA
(ACRE)
4.50
1.10
0.10
*********************************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 3 STREAMS.
** PEAK
STREAM
NUMBER
1
2
3
FLOW RATE
RUNOFF
(CFS)
9.11
11.33
12.47
TABLE **
Tc
(MIN.)
6.13
7.69
8.96
INTENSITY
( INCH/HOUR)
3.122
2.755
2.533
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
LONGEST FLOWPATH FROM
ESTIMATES ARE
12.47
5.70
NODE
AS FOLLOWS:
Tc(MIN,} =
8.96
416.50 TO NODE
412.00
850.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
412.00 TO NODE
411.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1105.00 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.51
ESTIMATED PIPE DIAMETER(INCH) = 27.00
PIPE-FLOW (CFS) = 12.47
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
1104.00
NUMBER OF PIPES
1
0.55 TC(MIN.) =
416.50 TO NODE
9,51
411. 00
1000.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
411.00 TO NODE
411.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
\~
=====================~=============:====~================================-==
Page 7 of 18
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81INF10.RES
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.} 9.51
RAINFALL INTENSITY (INCH/HR) = 2.45
TOTAL STREAM AREA (ACRES) = 5.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.47
I
****************************************************************************
FLOW PROCESS FROM NODE
411.50 TO NODE
411.00 IS CODE = 21
I
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
I
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3l/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1115.00
DOWNSTREAM ELEVATION = 1108.00
ELEVATION DIFFERENCE = 7.00
TC = 0.303*[ (700.00**3)/( 7.00)]**.2 10.462
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.325
USER-SPECIFIED RUNOFF COEFFICIENT = .8720
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 1.01
TOTAL AREA (ACRES) = 0.50 TOTAL RUNOFF (CFS) = 1.01
I
I
****************************************************************************
FLOW PROCESS FROM NODE
411. 00 TO NODE
411.00 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.) 10.46
RAINFALL INTENSITY(INCH/HR) = 2.33
TOTAL STREAM AREA(ACRES) = 0.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.01
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER ICFS)
1 12.47
2 1. 01
Tc
IMIN.I
9,51
10.46
INTENSITY
I INCH/HOUR)
2,450
2.325
AREA
(ACRE)
5.70
0.50
I
*********************************WARNING**********************************
I
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
13.40
12.85
TABLE **
Tc
IMIN,)
9.51
10.46
INTENSITY
I INCH/HOUR)
2.450
2.325
I
COMPUTED CONFLUENCE ESTIMATES ARE
PEAK FLOW RATE(CFS) = 13.40
TOTAL AREA (ACRES) = 6.20
LONGEST FLOWPATH FROM NODE
AS FOLLOWS:
Tc (MIN.) =
9,51
416.50 TO NODE
411.00
1000,00 FEET,
****************************************************************************
I
FLOW PROCESS FROM NODE
411. 00 TO NODE
410.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
I
ELEVATION DATA: UPSTREAM (FEET) = 1108.00 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.l = 4.92
1107.00
n
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81INF10.RES
ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES 1
PIPE-FLQW(CFS) = 13.40
PIPE TRAVEL TIME(MIN,) = 0.42 Tc{MIN.) = 9.93
LONGEST FLOWPATH FROM NODE 416.50 TO NODE 410.00 1125.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.00 TO NODE
410.00 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**3l!(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 6.484
10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.026
USER-SPECIFIED RUNOFF COEFFICIENT = .8769
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFSl 2.12
TOTAL AREA (ACRES) = 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 LENGTHIFEETI = 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<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATIONIMIN.) 6.75
RAINFALL INTENSITY (INCH!HR) = 2.96
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12
****************************************************************************
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**3)!(ELEVATION CHANGE}] **.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
10 YEAR RAINFALL INTENSITY (INCH!HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8711
SOIL CLASSIFICATION IS "BOO
SUBA~EA RONOFF(CFS) = 4.63
11.450
2.212
\%
Page 9 of 18
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81INF10.RES
TOTAL AREA(ACRES) =
2.40
TOTAL. RUNOFF (CFSj =
4.63
I
****************************************************************************
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.) 5.36
ESTIMATED PIPE DIAMETER (INCH) = 18.00
PIPE-FLOW(CrS) = 4.63
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH 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<<<<<
============================================================================
I
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) 11.53
RAINFALL INTENSITY (INCH/HR) = 2.20
TOTAL STREAM AREA (ACRES) = 2.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.63
2 ARE:
I
** 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
I
*********************************WARNING**********************************
I
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
4,83
6.21
TABLE **
Tc
(MIN. )
6.75
11.53
INTENSITY
( INCH/HOUR)
2.960
2.204
I
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) 6.21 Tc(MIN.). 11.53
TOTAL AREA(ACRES) = 3.20
LONGEST FLOWPATH FROM NODE 347.50 TO NODE 345.00
1025.00 FEET.
I
****************************************************************************
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)<<<<<
I
==============================~==========================;==================
I
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 FLQWPATH FROM NODE 347.50 TO NODE 341.00 1055.00 FEET.
I
****************************************************************************
FLOW PROCESS FROM NODE
341. 00 TO NODE
341.00 IS CODE =
1
V\
----------------------------------------------------------------------------
I
Page 10 of 18
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81INF10.RES
>>>>>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!HRj = 2.19
TOTAL STREAM AREA(ACRES) = 3.20
PEAK FLOW RATE (CFS) 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 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
10 YEAR RAINFALL INTENSITY(INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8722
SOIL CLASSIFICATION IS "a"
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
10.306
2,344
32.51
15.90
TOTAL RUNOFF (CFS) =
32,51
****************************************************************************
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 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 TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
1095.00
NUMBER OF PIPES
1
0.07 TC(MIN.) ~
343.50 TO NODE
10,38
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 CONCENTRATIONIMIN.) 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 (CFS)
1 6.21
2 32,51
Tc
IMIN.)
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
FLOW RATE
RUNOFF
ICFS)
38.05
TABLE **
Tc
IMIN.)
10.38
INTENSITY
IINCH/HOUR)
2.335
1P
Page 11 of 18
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81INF10.RES
2
36.75
11,62
2.194
I
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 38.05 TC(MIN.) = 10.38
TOTAL AREA (ACRES) = 19.10
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 = 13
I
----------------------------------------------------------------------------
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
167.50 TO NODE
167.00 IS CODE = 21
I
----------------------------------------------------------------------------
>>>>>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 = 0.303*[( 550.00**3)!{ 5.00)]**.2
10 YEAR RAINFALL INTENSITY (INCH!HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8729
SOIL CLASSIFICATION IS "E"
SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) =
9.683
2.426
I
I
I
12.07
5.70
TOTAL RUNOFF (CFS) =
12.07
****************************************************************************
FLOW PROCESS FROM NODE
167.00 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) = 1115.00 DOWNSTREAM{FEETJ 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-FLOW (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.
I
I
****************************************************************************
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.) 10.87
RAINFALL INTENSITY (INCH!HR) = 2.28
TOTAL STREAM AREA{ACRES) = 5.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.07
I
I
****************************************************************************
FLOW PROCESS FROM NODE
166.50 TO NODE
166.00 IS CODE = 21
I
----------------------------------------------------------------------------
>>>>>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 = 1115.30
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 nB"
'Z-\
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811NF10,RES
SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) =
1.53
0.80 TOTAL RUNOFF (CFS) =
1. 53
****************************************************************************
FLOW PROCESS FROM NODE
166.00 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) = 1111.20 DOWNSTREAM (FEETj 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.) 2.40
ESTIMATED PIPE DIAMETER (INCH) : 1B.00 NUMBER OF PIPES 1
PIPE-FLOW{CFS) = 1.53
PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 12.20
LONGEST FLOWPATH FROM NODE 166.50 TO NODE 165.00 780.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
165.00 TO NODE
165.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
------~---------------------------------------------------~-----------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 12.20
RAINFALL INTENSITY{INCH/HR) = 2.14
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.53
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (crs)
1 12,07
2 1. 53
Tc
(MIN. )
10.87
12.20
INTENSITY
( INCH/HOUR)
2.276
2.137
AREA
(ACRE)
5.70
O.BO
*********************************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)
13.43
12,86
TABLE **
Tc
(MIN. )
10.87
12.20
INTENSITY
( INCH/HOUR)
2.276
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
10
~
160.00 TO NODE
160.00 IS CODE
Page 13 of 18
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81INF10.RES
----------------------------------------------------------------------------
>>>>>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 YEAR RAINFALL INTENSITY (INCH/HOUR) ;
USER-SPECIFIED RUNOFF COEFFICIENT; .8717
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
10.790
2.286
1.39
0,70
TOTAL RUNOFF(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 RATE (CFSJ 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"
SUBAREA RUNOFF(CFS) 4,95
TOTAL AREA (ACRES) = 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 FLOWPATH 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 CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
~
=========================================================:==================
Page 14 of 18
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81INF10.RES
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
(MIN. )
10.79
8.98
INTENSITY
( INCH/HOUR)
2,286
2.528
AREA
(ACRE)
0.70
2.30
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
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 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
160.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>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.
** MEMORY
STREAM
NUMBER
1
LONGEST
BANK # 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(eFS) (MIN.) (INCH/HOUR)
13.43 11.01 2.260
FLOWPATH FROM NODE 167.50 TO NODE
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 D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
** PEAK
STREAM
NUMBER
FLOW RATE
RUNOFF
(CFS)
TABLE **
Tc
(MIN. )
INTENSITY
(INCH/HOUR)
-JA
Page 15 of 18
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81INF10.RES
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2
17.17
18.92
9.06
11.01
2,516
2.260
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COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
18.92
9.50
AS FOLLOWS:
Tc (MIN.) =
11. 01
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 12
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>>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 10
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>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
============================================================================
II
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 13
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
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****************************************************************************
FLOW PROCESS FROM NODE
162.50 TO NODE
162.00 IS CODE = 21
>>>>>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 = 270.00
UPSTREAM ELEVATION = 1112.50
DOWNSTREAM ELEVATION = 1110.80
ELEVATION DIFFERENCE = 1.70
TC = 0.303*[( 270.00**3l/{ 1.70)]**.2
10 YEAR RAINFALL INTENSITY(INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8750
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) =
7.840
2.725
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1. 91
0,80
TOTAL RUNOFF(CFS) =
1. 91
I
****************************************************************************
FLOW PROCESS FROM NODE
162.00 TO NODE
162.00 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.) 7.84
RAINFALL INTENSITY (INCH/HR) = 2.73
TOTAL STREAM AREAIACRESI = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91
I
****************************************************************************
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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**3l/(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)]**.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
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I
4.22
1. 90
TOTAL RUNOFF(CFS)
4.22
~
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Page 16 of 18
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81INF10.RES
****************************************************************************
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)<<<<<
============================================================================
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.
****************************************************************************
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/HRJ = 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
IMIN,}
7.84
8,45
INTENSITY
I INCH/HOUR}
2.725
2.616
AREA
IACRE}
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
ICFS}
5.83
6.05
TABLE **
Tc
(MIN. )
7.84
8.45
INTENSITY
( INCH/HOUR)
2.725
2.616
COMPUTED CONFLUENCE
PEAK FLOW RATEICFS}
TOTAL AREA (ACRES) =
LONGEST FLOWPATH FROM
ESTIMATES ARE
6,05
2.70
NODE
AS FOLLOWS:
Tc(MIN.) =
8.45
161. 50 TO NODE
162.00
380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
162.00 TO NOOE
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 (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-FLOWICFS) : 6.05
PIPE TRAVEL TIME(MIN.) ~ 0.03 Tc(MIN.) = 8.48
LONGEST FLOWPATH FROM NODE 161.50 TO NODE 160.00 400.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
160.00 IS CODE = 11
2f;
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK * 1 WITH THE MAIN-STREAM MEMORY<<<<<
Page 17 of 18
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81INF10.RES
============================================================================
** MAIN
STREAM
NUMBER
1
LONGEST
** MEMORY
STREAM
NUMBER
1
LONGEST
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFSI (MIN. I (INCH/HOURI
6.05 8.48 2,610
FLQWPATH FROM NODE 161.50 TO
AREA
(ACRE)
2.70
NODE 160.00
400.00 FEET.
BANK # 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFSI (MIN. I (INCH/HOURI
18.92 11,01 2.260
FLQWPATH FROM NODE 167.50 TO NODE
AREA
(ACRE I
9.50
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
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFSI
20.62
24.17
TABLE **
Tc
(MIN. )
8.48
11. 01
INTENSITY
( INCH/HOURI
2.610
2.260
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
24.17
12.20
AS FOLLOWS:
Tc(MIN.) =
11. 01
***************************************************************.************
FLOW PROCESS FROM NODE
160.00 TO NODE
153,80 IS CODE = 31
----------------------------------------------------------------------------
>>>>>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 33.0 INCH PIPE IS 22.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.50
ESTIMATED PIPE DIAMETER(INCH} = 33.00
PIPE-FLOW (CFS) = 24.17
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
1102.00
NUMBER OF PIPES
1
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
============================================================================
============================================================================
1
END OF RATIONAL METHOD ANALYSIS
-z.\
Page 18 of 18
1
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81INF1DD.RES
I
****************************************************************************
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 Software (aes)
Ver. I.SA Release Date: 01/01/2000 License 1D 1264
I
Analysis prepared by:
I
RBF & Associates
14725 Alton Parkway
Irvine, CA 92618
I
FILE NAME: 81INFIOO.DAT
TIME/DATE OF STUDY: 07:58 09/18/2001
I
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
I
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 lO-MINUTE INTENSITY (INCH/HOURj = 2.360
10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOURj = 0.880
lOO-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR} = 3.480
100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732
SLOPE OF lOO-YEAR INTENSITY-DURATION CURVE = 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 I-HOUR INTENSITY(INCH/HOUR) = 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 PIPE FLOW AND STREETFLQW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- 10UT-/PARKj- HEIGHT WIDTH LIP HIKE FACTOR
NO. 1FT) 1FT) ,'SIDE / SIDEI WAY 1FT) 1FT) 1FT) 1FT)' In)
:LOB::' :TR:::;::::1:::~:~:::2:::l-~~~;- ~ . D~ :, ._O~,lJ : " ~,' 67 ~,=.' ~~';~, =
1. Relative Flow-Depth--:---O.OO FEET r I ~ -' _ :.A
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.*
I
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I
****************************************************************************
FLOW PROCESS FROM NODE
502.00 IS CODE = 21
502.50 TO NODE
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[ (LENGTH**3) 1 (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
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
I
I
I
****************************************************************************
FLOW- PROCESS FROM NODE
502.00 TO NODE
503.00 IS CODE = 31
I
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
pf/..IF() t/ p{e/.
~1vU) Yfr'-h'1
~ ".,WI.
/L..J-~J \~
011<,
.
-'
1/b
I
Page 1 of 18
I
I
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.l = 0.20 Tc(MIN.) = 9.62
LONGEST FLQWPATH FROM NODE 502.50 TO NODE 503.00 602.00 FEET.
I
I
I
****************************************************************************
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.) 9.62
RAINFALL INTENSITY (INCH/HR) = 3.55
TOTAL STREAM AREA(ACRES) = 1.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.74
I
****************************************************************************
FLOW PROCESS FROM NODE
501. 50 TO NODE
501.00 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 = 140.00
UPSTREAM ELEVATION = 1115.17
DOWNSTREAM ELEVATION = 1114.00
ELEVATION DIFFERENCE = 1.17
TC = 0.303*[( 140.00**3)/( 1.17)J**.2 5.697
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.741
USER-SPECIFIED RUNOFF COEFFICIENT = .8837
SOIL CLASSIFICATION IS "8"
SUBAREA RUNOFF (CFS) 1.26
TOTAL AREA (ACRES) = 0.30 TOTAL RUNOFF (CFS) = 1.26
I
I
****************************************************************************
FLOW PROCESS FROM NODE
501.00 TO NODE
503.00 IS CODE = 31
----------------------------------------------------------------------------
I
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SU8AREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
I
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 6.3 INCHES
PIPE-FLOW VELOCITY (FEET/SEC. } 2.28
ESTIMATED PIPE DIAMETER(INCHI = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 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.
I
****************************************************************************
I
FLOW PROCESS FROM NODE
503.00 TO NODE
503.00 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.) 5.99
RAINFALL INTENSITY (INCH/HR) = 4.61
TOTAL STREAM AREA (ACRES) = 0.30
PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.26
2 ARE:
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
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
-z,'\
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Page 2 of 18
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I
81INF1DD.RES
I
*********************************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.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** 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
I
COMPUTED CONFLUENCE ESTIMATES ARE
PEAK FLOW RATE(CFS) 5.71
TOTAL AREA(ACRES) = 1.80
LONGEST FLOWPATH FROM NODE
AS FOLLOWS:
Tc(MIN.l =
9.62
502.50 TO NODE
503.00
602.00 FEET.
I
****************************************************************************
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
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.29
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 5.71
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 10.21
LONGEST FLOWPATH 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
I
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
****************************************************************************
FLOW PROCESS FROM NODE
505.50 TO NODE
505.00 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 = 1000.00
UPSTREAM ELEVATION = 1122.33
DOWNSTREAM ELEVATION = 1115.60
ELEVATION DIFFERENCE = 6.73
TC = 0.303*[( 1000.00**3)/( 6.73) ]**.2
100 YEAR RAINFALL INTENSITY(INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8767
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) =
13 ,061
3.005
I
I
7.38
2.80
TOTAL RUNOFF (CFS) =
7.38
****************************************************************************
FLOW PROCESS .FROM NODE
505.00 TO NODE
505.00 IS CODE = 13
I
>>>>>CLEAR THE MAIN-STREAM MEMORY<<<<<
****************************************************************************
I
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
?;P
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Page 3 of 18
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811NF100.RES
I
UPSTREAM ELEVATION = 1118.00
DOWNSTREAM ELEVATION 1117.00
ELEVATION DIFFERENCE 1.00
TC = 0.303*[( 250.00**3lj( 1.00)]**.2
100 YEAR RAINFALL INTENSITY(INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8807
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS)
TOTAL AREA (ACRES) =
8.324
3.849
I
5.76
1. 70
TOTAL RUNOFF (CFS) =
5.76
I
****************************************************************************
FLOW PROCESS FROM NODE
416.00 TO NODE
414.00 IS CODE = 31
I
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
ELEVATION DATA: UPSTREAM (FEET) = 1117.00 DOWNSTREAM (FEET) 1113.00
FLOW LENGTH(FEET) = 400.00 MANNING1S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.29
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 5.76
PIPE TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 9.88
LONGEST FLOWPATH FROM NODE 416.50 TO NODE 414.00 650.00 FEET.
I
****************************************************************************
FLOW PROCESS FROM NODE
414.00 TO NODE
414.00 IS CODE =
1
I
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
II
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION{MIN.) 9.88
RAINFALL INTENSITY (INCH/HR) = 3.50
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.76
****************************************************************************
I
FLOW PROCESS FROM NODE
414.50 TO NODE
414.00 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 = 400.00
UPSTREAM ELEVATION = 1117.00
DOWNSTREAM ELEVATION = 1113.00
ELEVATION DIFFERENCE = 4.00
TC = 0.303*[ (400.00**3)/( 4.00)]**.2 8.364
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.839
USER-SPECIFIED RUNOFF COEFFICIENT = .8807
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 0.68
TOTAL AREA{ACRES) = 0.20 TOTAL RUNOFF (CFS) =
0.68
I
I
****************************************************************************
I
FLOW PROCESS FROM NODE
414.00 TO NODE
414.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
I
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN. ) 8.36
RAINFALL INTENSITY (INCH/HR) = 3.84
TOTAL STREAM AREA (ACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.68
I
****************************************************************************
FLOW PROCESS FROM NODE
415.50 TO NODE
415.00 IS CODE = 21
I
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
'?\
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Page 4 of 18
I
II
81INF1DD.RES
I
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 8.118
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.902
USER-SPECIFIED RUNOFF COEFFICIENT = .8810
SOIL CLASSIFICATION IS "8"
SUBAREA RUNOFF(CFS} 8.94
TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 8.94
I
I
****************************************************************************
FLOW PROCESS FROM NODE
415.00 TO NODE
414.00 IS CODE = 31
I
----------------------------------------------------------------------------
>>>>>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 MANNING'S N = 0.015
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES
PIPE-FLOW VELOCITY{FEET/SEC.) 6.14
ESTIMATED PIPE DIAMETER (INCH) = 18.00 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 414.00 460.00 FEET.
I
I
****************************************************************************
FLOW PROCESS FROM NODE
414.00 TO NODE
414.00 IS CODE =
1
I
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----~-----------------------------------------~-----------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) 8.25
RAINFALL INTENSITY (INCH/HR) = 3.87
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATEICFS) AT CONFLUENCE ~ 8.94
I
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I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 5.76
2 0.68
3 8.94
Tc
(MIN,)
9.88
8.36
8.25
INTENSITY
( INCH/HOUR)
3.504
3.839
3.867
AREA
(ACRE)
1. 70
0.20
2.60
I
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
I
** PEAK
STREAM
NUMBER
1
2
3
FLOW RATE
RUNOFF
(CFS)
14.42
14.43
14.48
TABLE **
Tc
IMIN.)
8.25
8.36
9.88
INTENSITY
( INCH/HOUR)
3.867
3.839
3.504
I
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
LONGEST FLOWPATH FROM
ESTIMATES ARE
14.42
4,50
NODE
AS FOLLOWS:
Tc (MIN.) =
8.25
416.50 TO NODE
414.00
650.00 FEET.
I
****************************************************************************
FLOW PROCESS FROM NODE
414.00 TO NODE
412.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
I
==c=========================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1109.00 DOWNSTREAM (FEET)
1107.00
7;J--
I
Page 5 of 18
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81INF1DD.RES
FLOW LENGTH(FEET) = 200.00 MANNING'S N 0.015
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.5 INCHES
PIPE-FLOW VELOCITY (FEET/SEC.1 5.28
ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 14.42
PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 8.89
LONGEST FLOW PATH FROM NODE 416.50 TO NODE 412.00 850.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
412.00 TO NODE
412.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.} 8.89
RAINFALL INTENSITY (INCH!HR) = 3.71
TOTAL STREAM AREA(ACRES) = 4.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.42
****************************************************************************
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 liB"
SUBAREA RUNOFF (CFS) 3.97
TOTAL AREAIACRES) ~ 1.10 TOTAL RUNOFFICFS) ~ 3.97
****************************************************************************
FLOW PROCESS FROM NODE
413.00 TO NODE
412.00 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) = 50.00 MANNING'S N = 0.015
ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES
PIPE-FLOW VELOCITY(FEET!SEC.) 3.97
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOWICFS) ~ 3.97
PIPE TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 7.66
LONGEST FLOW PATH FROM NODE 413.50 TO NODE 412.00 350.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
413.00 TO NODE
412.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 7.66
RAINFALL INTENSITY (INCH/HR) = 4.03
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.97
****************************************************************************
FLOW PROCESS FROM NODE
412.50 TO NODE
412.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
TC
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
K*[ (LENGTH**3) ! (ELEVATION CHANGE)] **.2
,??J
Page 6 of 18
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811NF100.RES
INITIAL SUBAREA FLOW-LENGTH = 150.00
UPSTREAM ELEVATION = 1106.00
DOWNSTREAM ELEVATION = 1105.00
ELEVATION DIFFERENCE = 1.00
TC = 0.303*(( 150.00**3l/( 1.00))**.2 6.127
100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 4.555
USER-SPECIFIED RUNOFF COEFFICIENT = .8832
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS) 0.40
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF (CFS) =
0.40 '
****************************************************************************
FLOW PROCESS FROM NODE
412.00 TO NODE
412.00 IS CODE =
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLDENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS: 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) 6.13
RAINFALL INTENSITY(INCH/HR} = 4.56
TOTAL STREAM AREA(ACRES) = 0.10
PEAK FLOW RATE(CFS) AT CONFLUENCE: 0.40
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 14.42
2 3.97
3 0,40
Tc
(MIN. )
8.89
7.66
6,13
INTENSITY
( INCH/HOUR)
3.713
4.028
4.555
AREA
(ACRE)
4.50
1.10
0,10
*********************************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 3 STREAMS.
** PEAK
STREAM
NUMBER
1
2
3
FLOW RATE
RUNOFF
ICFS)
13.52
16.76
18.41
TABLE **
Tc
(MIN. )
6.13
7.66
8,89
INTENSITY
( INCH/HOUR)
4.555
4.028
3,713
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
LONGEST FLOWPATH FROM
ESTIMATES ARE
18.41
5.70
NODE
AS FOLLOWS:
Tc(MIN.} =
8.89
416.50 TO NODE
412.00
850.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
412.00 TO NODE
411.00 IS CODE = 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM (FEET) = 1105.00 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.93
ESTIMATED PIPE DIAMETER(INCH) = 30.00
PIPE-FLOW(CFS) = 18.41
PIPE TRAVEL TIME (MIN.) =
LONGEST FLOWPATH FROM NODE
1104.00
NUMBER OF PIPES
1
0.51 Tc(MIN.) =
416.50 TO NODE
9.39
411. 00
1000.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
411.00 TO NODE
411.00 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.) = 9.39
fA
Page 7 of 18
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811NF100,RES
RAINFALL INTENSITY (INCH/HR) = 3.60
TOTAL STREAM AREA(ACRES} = 5.70
PEAK FLOW RATE(CFS) AT CONFLUENCE =
18.41
****************************************************************************
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**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1115.00
DOWNSTREAM ELEVATION = 1108.00
ELEVATION DIFFERENCE = 7.00
TC = 0.303*[( 700.00**3)/{ 7.00))**.2
100 YEAR RAINFALL INTENSITY (INCH/HOURj =
USER-SPECIFIED RUNOFF COEFFICIENT = .8788
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) =
10.462
3.395
1. 49
0.50
TOTAL RUNOFF (CFS) =
1. 49
****************************************************************************
FLOW PROCESS FROM NODE
411. 00 TO NODE
411.00 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
TIME OF CONCENTRATION(MIN.) 10.46
RAINFALL INTENSITY (INCH/HR) = 3.39
TOTAL STREAM AREA (ACRES) = 0.50
PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.49
2 ARE:
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 18.41
2 1. 49
Tc
(MIN.)
9.39
10.46
INTENSITY
( INCH/HOUR)
3.602
3,395
AREA
(ACRE)
5.70
0.50
*********************************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 U SED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN,) (INCH/HOUR)
1 19.75 9,39 3.602
2 18.84 10.46 3.395
COMPUTED CONFLUENCE ESTIMATES ARE
PEAK FLOW RATE(CFS) 19.75
TOTAL AREA (ACRES) = 6.20
LONGEST FLOWPATH FROM NODE
AS FOLLOWS:
Tc (MIN.) =
9.39
416.50 TO NODE
411.00
1000.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
411.00 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} = 1108.00 DOWNSTREAM (FEET)
FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.38
ESTIMATED PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES
PIPE-FLOW (CFS) = 19.75
PIPE TRAVEL TIME(MIN.) = 0.39 TC(MIN.) = 9.78
1107.00
1
?P
Page 8 of 18
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81INF1DD.RES
LONGEST FLOW PATH FROM NODE
416.50 TO NODE
410.00 = 1125.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE
410.00 TO NODE
410.00 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 = 1115.60
DOWNSTREAM ELEVATION = 1083.50
ELEVATION DIFFERENCE = 32.30
TC = 0.303*[ (525.00**3)!{ 32.301J**.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
O.BO
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) = 1063.50 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 IS CODE ~
1
345,00 TO NODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 6.72
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**3) ! (ELEVATION CHANGE}]**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1097.00
DOWNSTREAM ELEVATION = 1084.00
ELEVATION DIFFERENCE = 13.00
TC = 0.303*[{ 1000.00**3l!( 13.00)]**.2
100 YEAR RAINFALL INTENSITY (INCH!HOURl =
USER-SPECIFIED RUNOFF COEFFICIENT = .8780
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
11. 450
3.230
6.81
2.40
6.B1
TOTAL RUNOFF {CFSl =
?JP
****************************************************************************
Page 9 of 18
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811NF100.RES
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 DQWNSTREAM(FEET)
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
PIPE-FLDW(erS) = 6.81
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
1083,50
NUMBER OF PIPES
1
0.07 Tc(MIN.) =
347.50 TO NODE
11.52
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 (ACRESj = 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 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 FLOW RATE TABLE *'
STREAM RUNOFF Tc INTENSITY
NUMBER (CFSJ (MIN.) (INCH/HOUR)
1 7.09 6.72 4.330
2 9.13 11. 52 3.220
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 9.13 Tc(MIN.) = 11. 52
TOTAL AREA (ACRES) = 3.20
LONGEST FLOWPATH 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)
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-FLOW{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
1
341.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
1>\
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
Page 10 of 18
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81INF1DD.RES
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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/~ "
******************************************************(*********************
FLOW PROCESS FROM NODE 343.50 TO NODE( 343.00 IS CODE = 21 -
, '
--~~~~~~;;;;;~-~~;~;~-;;~;~;~-;;;;;;~-~;~~~~;~;~~;;17----------------------
==========================================~~=~========================
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*[( 1000.00**3)/( 22.00))**.2 10.306
100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.423
USER-SPECIFIED RUNOFF COEFFICIENT = .8789
SOIL CLASSIFICATION IS "8"
SUBAREA RUNOFF (CFS) 47.83
TOTAL AREA (ACRES) = 15.90 TOTAL RUNOFF (CFS) = 47.83
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****************************************************************************
FLOW PROCESS FROM NODE
343.00 TO NODE
341.00 IS CODE = 31
I
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
-----------------~~---------------------------------------------------------
---------------------------------------------------------------~----~-------
I
ELEVATION DATA: UPSTREAM (FEET) = 1096.00 DOWNSTREAM (FEET) 1095.00
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 NUMBER OF PIPES 1
PIPE-FLOW (CFS) = 47,83
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.37
LONGEST FLOWPATH FROM NODE 343.50 TO NODE 341.00 1040.00 FEET.
I
****************************************************************************
FLOW PROCESS FROM NODE
341. 00 TO NODE
341.00 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.) 10.37
RAINFALL INTENSITY (INCH/HR) = 3.41
TOTAL STREAM AREA (ACRES) = 15.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.83
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (eFS)
1 9.13
2 47.83
AREA
(ACRE)
3.20
15.90
TC
(MIN, )
11.61
10.37
INTENSITY
( INCH/HOUR)
3.207
3.411
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.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 55.99 10.37 3.411
2 54.09 11. 61 3.207
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COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) 55.99 Tc(MIN.) = 10.37
-'
,
\~~
.
1..~
""
~
;,.
- \.
-'
/.)
"
o\L
/'"'""
,
...'.-
. "
,J
?J>
I
Page 11 of 18
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811NF100.RES
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**3l/(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**31/( 5.00))**.2
100 YEAR RAINFALL INTENSITY(INCH/HOURl =
USER-SPECIFIED RUNOFF COEFFICIENT = .8795
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFSl
TOTAL AREA(ACRES) =
9.683
3.542
17.76
5.70
17.76
TOTAL RUNOFF(CFSl =
****************************************************************************
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 (FEETl = 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. 1 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.l = 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 CQNFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 10.77
RAINFALL INTENSITY (INCH/HR) = 3.34
TOTAL STREAM AREA (ACRES) = 5.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.76
****************************************************************************
FLOW PROCESS FROM NODE
166.50 TO NODE
166.00 IS CODE = 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3l/(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
100 YEAR RAINFALL INTENSITY(INCH/HOUR) =
USER-SPECIFIED RUNOFF COEFFICIENT = .8778
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
11. 644
3,201
2.25
0,80
2.25
b<\
TOTAL RONOFF(CFS) =
****************************************************************************
Page 12 of 18
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811NF100.RES
FLOW PROCESS FROM NODE
166.00 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) = 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.
****************************************************************************
FLOW PROCESS FROM NODE
165.00 TO NODE
165,00 IS CODE:
1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
:========================:==================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 12.15
RAINFALL INTENSITY(INCH/HR} = 3.13
TOTAL STREAM AREA (ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.25
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (CFS)
1 17.76
2 2,25
Tc
(MIN. )
10.77
12.15
INTENSITY
( INCH/HOUR)
3,341
3.128
AREA
(ACRE)
5.70
0.80
*********************************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
TABLE **
Tc
(MIN.)
10.77
12.15
INTENSITY
( INCH/HOUR)
3.341
3.128
FLOW RATE
RUNOFF
ICFS)
19.75
18.87
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) 19.75 Tc(MIN.) = 10.77
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 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.) = 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 <<<<<
MJ
========================================:===================================
Page 13 of 18
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81INF1DD.RES
****************************************************************************
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)/( 6.00lJ**.2
laD YEAR RAINFALL INTENSITY {INCH/HOURj =
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 AREA(ACRES) = 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**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)J**.2 8.905
100 YEAR RAINFALL INTENSITY (INCH!HOUR) = 3.709
USER-SPECIFIED RUNOFF COEFFICIENT = .8604
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) 7.34
TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS} = 7.34
****************************************************************************
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 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-FLOW{CFS) =. 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.
****************************************************************************
FLOW PROCESS FROM NODE
164.00 TO NODE
164.00 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.) 8.98
RAINFALL INTENSITY(INCH!HR) = 3.69
A\
Page 14 of 18
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811NF100.RES
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE =
I
** CONFLUENCE DATA **
STREAM RUNOFF
NUMBER (ers)
1 2.05
2 7.34
Tc
(MIN. )
10.79
8.98
7.34
INTENSITY
(INCH/HOUR)
3.338
3.693
AREA
(ACRE)
0.70
2.30
I
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE TABLE **
RUNOFF Tc
(ers) (MIN.)
9,05 8.98
8.69 10.79
I
COMPUTED CONFLUENCE
PEAK FLOW RATE.(CFS)
TOTAL AREA(ACRES) =
LONGEST FLOWPATH FROM
ESTIMATES ARE
9.05
3.00
NODE
I
INTENSITY
( INCH/HOUR)
3,693
3.338
AS FOLLOWS:
Tc(MIN.) =
8,98
164.50 TO NODE
164.00
700.00 FEET.
FLOW PROCESS FROM NODE
****************************************************************************
160.00 IS CODE = 31
164.00 TO NODE
----------------------------------------------------------------------------
I
>>>>>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 21.0 INCH PIPE IS 15.4 INCHES
PIPE-FLOW VELOCITY (FEET/sEC. ) 4.79
ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES 1
PIPE-FLOW(CFSI = 9.05
PIPE TRAVEL TIME{MIN.) = 0.07 TC(MIN.) = 9.05
LONGEST FLOWPATH FROM NODE 164.50 TO NODE 160.00 720.00 FEET.
I
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FLOW PROCESS FROM NODE
****************************************************************************
160.00 IS CODE = 11
160.00 TO NODE
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
I
============================================================================
** MAIN
STREAM
NUMBER
1
LONGEST
STREAM CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) (MIN.) (INCH/HOUR)
9.05 9.05 3.677
FLOW PATH FROM NODE 164.50 TO
AREA
(ACRE)
3.00
NODE 160.00
720.00 FEET.
I
I
** MEMORY
STREAM
NUMBER
1
LONGEST
BANK # 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(CFS) IMIN, I (INCH/HOURI
19.75 10.89 3.320
FLOWPATH FROM NODE 167.50 TO NODE
AREA
(ACREI
6,50
160.00
983.00 FEET.
I
*********************************WARNING**********************************
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
**************************************************************************
I
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
25.45
27.92
TABLE **
Tc
(MIN. )
9,05
10,89
I
INTENSITY
( INCH/HOUR)
3.677
3,320
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
~
I
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81INF1DD.RES
PEAK FLOW RATE(CFS}
TOTAL AREA(ACRES) =
27.92
9.50
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*[{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**3)/( 1.70))**.2
100 YEAR RAINFALL INTENSITY(INCH/HOUR} =
USER-SPECIFIED RUNOFF COEFFICIENT = .8812
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) =
7.840
3.978
2.80
0.80
TOTAL RUNOFF/CrS) =
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/HR) = 3.98
TOTAL STREAM AREA/ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.80
****************************************************************************
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 = 0.323*[ (365.00**3)/( 4.00)]**.2
100 YEAR RAINFALL INTENSITY (INCH/HOURj =
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
----------------------------------------------------------------------------
A'?
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
Page 16 of 18
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81INF1DD.RES
I
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
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 5.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 14.94
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW (CFSj = 6.26
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.45
LONGEST FLOW PATH FROM NODE 161.50 TO NODE 162.00 380.00 FEET.
I
****************************************************************************
FLOW PROCESS FROM NODE
162.00 TO NODE
162.00 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.) 8.45
RAINFALL INTENSITY (INCH/HR) = 3.82
TOTAL STREAM AREA(ACRES) = 1.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.26
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** 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**********************************
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.
u PEAK FLOW RATE TABLE u
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN. ) ( INCH/HOUR)
1 8.61 7.84 3.978
2 8.95 8,45 3.819
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) 8.95 Tc (HIN . ) = 8.45
TOTAL AREA (ACRES) = 2.70
LONGEST FLOWPATH FROM NODE 161. 50 TO NODE 162.00 380.00 FEET.
I
I
****************************************************************************
I
FLOW PROCESS FROM NODE
162.00 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) = 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 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
I
****************************************************************************
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 **
STREAM RUNOFF Tc INTENSITY
AREA
M
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Page 17 of 18
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81INF1DD.RES
NUMBER
1
LONGEST
(ers) (MIN.)
8.95 8.47
FLOWPATH FROM NODE
( INCH/HOUR)
3.811
161. 50 TO
(ACRE)
2.70
NODE 160.00
400.00 FEET.
** MEMORY
STREAM
NUMBER
1
LONGEST
BANK # 1 CONFLUENCE DATA **
RUNOFF Tc INTENSITY
(ers) (MIN. ) (INCH/HOUR)
27,92 10,89 3.320
FLOWPATH FROM NODE 167.50 TO NODE
AREA
(ACRE)
9.50
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 RArE TABLE U
STREAM RUNOFF Tc INTENSITY
NUMBER (ers) (MIN,) ( INCH/HOUR)
1 30.67 8.47 3.811
2 35.71 10.89 3.320
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFSl
TOTAL AREA (ACRES) =
ESTIMATES ARE
35.71
12.20
AS FOLLOWS:
Tc (MIN.) =
10,89
****************************************************************************
FLOW PROCESS FROM NODE
160.00 TO NODE
153.80 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM (FEET) = 1106.00 DOWNSTREAM (FEET) 1102.00
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 NUMBER OF PIPES 1
PIPE-FLOW (CFSI = 35.71
PIPE TRAVEL TIME(MIN.} = 1.51 Tc(MIN.) = 12.41
LONGEST FLOWPA~H FROM NODE 167.50 TO NODE 153.80 1523.00 FEET.
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE(CFS)
12.20 TC(MIN,) =
35.71
12.41
============================================================================
------------------------------------------------~~-~------------------------
-~~-----------------------------------------~-------------------------------
END OF RATIONAL METHOD ANALYSIS
1
J.$
Page 18 of 18
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Appendix D:
Hydraulic Calculations
, -
/-- \. '
"
.' \,i
(/ ,.\.,\ ",., y~
\' \' , . ,:.,J
\"{" f,.,S01f ~ "
. \. ...i:- ~JY \ \/'"''Y;j,/
, ,"- .- -)
....\, /' ~
---
No
1
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1811nletsSize,xls
NodelD
162
164
167
347
349
501
502
505
Notes:
1
2
Catch basin Inlet Size Design
Q Inflow lcts) Length 1ft) Designed Capacity lcfs)
2,8 7 22
2.1 7 22
17,8 7 22
6,8 7 22
,3,1 7 22
1.3 7 22
~7 7 n
~4 7 n
All inlets in sag conditions.
Inlet capacity for spreda < 16' and depth <10".
9119/2001
A;'\
RBF Consulting
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Worksheet
Worksheet for Curb Inlet In Sag
Project Description
Worksheet
Type
Solve For
CB in Sag
Curb Inlet In S,
Spread
Input Data
Disoharge 22,00 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 9.9 %
Road Cross Slope 1.7 %
Curb Opening Len! 7.00 ft
Opening Height 0.50 ft
Curb Throat Type iorizontal
Local Depression 4.0 in
Local Depression \ 4.00 ft
&--(..... C~f A, (..r"t')
~'
&--t.. U,.JC,-rH::: l
Results
Spread 15,95 ft
Throat Incline An 30.00 degree
Depth 0.77 ft
Gutter Depressio 2.0 in
Total Depression 6.0 in
A?J
Project Engineer: Ejaz Mohammad, P.E.
h:\pdata\15100181\dwg\hydrolog\181cb.fm2 Robert Sain, William Frost & Associates FlowMaster va.a [614b]
09/19/01 09:47:35 AM @Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (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 Sag
Curb Inlet In Si
Spread
Input Data
Discharge 30,00 cis <--z-.- C-Mftt..-l '\ T
Gutter Width 2.00 ft
Gutter Cross Slope 9.9 %
Road Cross Slope 1.7 %
Curb Opening Len! 14,00 ft ~ lJsNc;.,1tJ ~
Opening Height 0,50 ft
Curb Throat Type iorizontal
Local Depression 4.0 in
local Depression \ 4.00 ft
\ 4-'
Results
Spread 17.75 ft
Throat Incline An 30.00 degree
Depth 0,80 ft
Gutter Depressio 2.0 in
Total Depression 6.0 in
Project Engineer. Ejaz Mohammad, P .E.
h:\pdata\15100181\dwg\hydrolog\181cb.fm2 Robert Bein, WIlliam Frost & Associates FlowMaster v6.0 [614b]
09/19/01 09:52:13 AM @HaestadMethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
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Worksheet
Worksheet for Curb Inlet In Sag
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Project Description
Worksheet
Type
Solve For
CB in Sag
Curb Inlet in S;
Spread
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Input Data
Discharge 42.00 cfs
Gutter Wdth 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
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c--z- Wtl~r.rC-(X:1,
2..1'
.&--z.... LftNtJ-,'f/1;.
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Results
Spread 15,64 ft
Throat Incline An ~O.OO degree
Depth 0.76 ft
Gutter Depressio 2.0 in
Total Depression 6.0 in
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h:\pdata\151 00181\dwg\hydrolog\181 cb.fm2
09/19/01 09:52:67 AM e Haestad Methods. Inc.
Robert Beln, William Frost & Associates
37 Brookside Road Waterbury, CT 06708 USA
A~
Project Engineer: Ejaz Mohammad, P.E.
FtowMaster va.O [614b]
(203) 755-1666 Page 1 of 1