HomeMy WebLinkAboutCT 04-02; LA COSTA RIDGE NEIGHBORHOODS 2.1 & 2.2; HYDROLOGY STUDY; 2004-03-30I
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PLANNING
ENGINEERING
SURVEYING
IRVINE
LOS ANGELES
RIVERSIDE
SAN DIEGO
DAVE HAMMAR
LEX WILLIMAN
ALISA VIALPANDO
10179 Huennekens St.
San Diego, CA 92121
(858) 558-4500 PH
(858) 558-1414 FX
www.HunsakerSD.com
lnfo@HunsakerSD.com
HUNSAKER
&ASSOCIATES
S A N D I E G 0, I N C.
TENTATIVE MAP
HYDROLOGY STUDY
for
LA COST A RIDGE
NEIGHBORHOODS 2.1 & 2.2
City of Carlsbad, California
Prepared for:
Real Estate Collateral Management Company
c/o Morrow Development
1903 Wright Place
Suite 180
w.o. 2352-91
December 15, 2003
Amended March 30, 2004
Eric Mosolgo PE 62014
Water Resources Department Manager
Hunsaker & Associates San Diego, Inc.
DE kc h:lreports\2352191\a02-tm.doc
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TENTATIVE MAP
HYDROLOGY STUDY
for
LA COSTA RIDGE
NEIGHBORHOODS 2.1 & 2.2
City of Carlsbad, California
Prepared for:
Real Estate Collateral Management Company
c/o Morrow Development
1903 Wright Place
Suite 180
w.o. 2352-91
December 15, 2003
Amended March 30, 2004
Eric Mosolgo PE 62014
Water Resources Department Manager
Hunsaker & Associates San Diego, Inc.
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La Costa Ridge, Neighborhoods 2.1 & 2.2
Tentative Map Hydrology Study
Executive Summary
Introduction
TABLE OF CONTENTS
Existing Conditions
Proposed Project
Summary of Results
References
Methodology & Model Development
Rational Method Hydrologic Analysis
City of Carlsbad Drainage Design Standards
Rainfall Nomograph (100-Year, 6-Hour)
Rational Method Hydrologic Output
SECTION
II
Ill
AES 1999 Onsite Hydrologic Results -100-Year Design Storm
AES 1999 Onsite Hydrologic Results -2-Year Design Storm
Hydrology Map
BMP Location Map
(pocket)
(pocket)
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La Costa Ridge, Neighborhoods 2.1 & 2.2
Tentative Map Hydrology Study
EXECUTIVE SUMMARY
Introduction
The La Costa Ridge Neighborhoods 2.1 and 2.2 proposed project site is located in
the City of Carlsbad, roughly located as shown in the vicinity map on this page. The
propose project site is bound by Alga Road to the north, El Fuerte Street to the west,
and La Costa Ridge Neighborhoods 2.3 to the south and 2.5 to the southeast.
VICINITY MAP
N.T.S.
F
!ARCOS
1
OJECT
TE
The purpose of this report is to develop a hydrologic analysis of the runoff generated
by the 100 year -24 hour for the La Costa Ridge Neighborhoods 2.1 and 2.2
proposed project site per the 1985 County of San Diego Drainage Design Manual.
This hydrology study evaluates the post developed conditions for Neighborhoods 2.1
and 2.2 and will address the following: '-
• Developed Conditions 100-Year Peak Discharge (site runoff)
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La Costa Ridge, Neighborhoods 2.1 & 2.2
Tentative Map Hydrology Study
Existing Conditions
The site is within the Batiquitos Lagoon drainage basin and is drained by
San Marcos Creek, which flows westerly just south of the site. The Batiquitos
Lagoon drainage basin is within the Carlsbad Watershed, one of 11 major drainage
basins within the San Diego Hydrologic Region.
Rancho Santa Fe Road (R.S.F.R.) currently runs east of the proposed Neighborhood
2.1-2.5. Prior to development of this project, this portion of existing R.S.F.R. will be
improved to lend access to the site per Dokken Engineering Rancho Santa Fe Road
Improvement Plans (Project No. 3190, Dwg. No. 368-2). Alga Road and El Fuerte
Street also bound the site to the north and west, respectively.
The existing condition of the project site is a roughly a 162 acre mass graded site.
This condition is evaluated and analyzed in the "MASS GRADING HYDROLOGY
STUDY for VILLAGES OF LA COSTA Neighborhoods 2.1 through 2.5," prepared by
Hunsaker & Associates San Diego, Inc. on December 12, 2003.
Proposed Proiect
Development of the proposed project site will include the construction of single-family
dwellings and all associated streets, curbs, gutters, underground utilities, grading and
all other improvements typically associated with the construction of single family
neighborhoods.
The proposed storm drain system for the proposed project will consist of three
separate systems; one discharging into an existing channel at the western boundary
of the project roughly located on the boundary of Neighborhood 2.1 and 2.2, one
discharging into an existing storm drain system located in Corintia Street, and the
third system discharges into an existing channel to the north of the project site east of
Street 'B'. This report does not intend to determine or propose sizing of the storm
drain systems proposed, sizing of these systems will be discussed in subsequent
reports
Storm water quality goals and objectives have been established for the proposed
project site. A storm water management plan (SWMP) entitled "Preliminary Storm
Water Management Plan for La Costa Ridge Neighborhoods 2. 1 and 2.2" has been
prepared by Hunsaker & Associates San Diego, Inc. dated December 15, 2003.
Please refer to the above described report for specifc information including numeric
sizing of storm water quality treatment devices proposed to address storm water
quality objectives.
The hydrologic analysis completed for this report uses hydrologic criteria as set forth
by the City of Carlsbad. Peak flowrates were based on a 100-year rainfall event. A
runoff coefficient of 0.55, which corresponds to multi-unit housing and Soil Group D,
was used for all developed areas.
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La Costa Ridge, Neighborhoods 2.1 & 2.2
Tentative Map Hydrology Study
Summary of Results
The drainage areas associated with the proposed project site total an area of 43.77
acres. The tributary area and resultant peak flow rates at the three discharge points
associated with the 100 year 24 hour storm are as follows:
System #1 -Northerly system -10.20 acres and 28.92 cfs
System #2-Westerly system -17.44 acres and 41.27 cfs
System #3 -Easterly system -16.13 acres and 43.17 cfs
Upon finalizing the design of the proposed storm drain systems, hydraulic analysis of
all storm drain pipes within the system will be analyzed to ensure that they will be
capable of safely conveying runoff from the 100-year storm event. In addition to the
hydraulic analysis, curb inlets and brow ditches will be sized to adequately collect all
runoff draining to them, and revised hydrologic analysis will also be performed to
ensure that the ultimate grading, street and lotting layout is adequately represented
in the model:
References
Drainage Design and Procedure Manual. County of San Diego. April 1993.
Grading Plans for College Boulevard. O'Day Consultants. 2000.
Master Drainage and Storm Water Quality Management Plan for the City of Carlsbad,
California. City of Carlsbad Engineering Department. March 1994.
Preliminary Hydrology for Villages of La Costa. Hunsaker & Assoc. San Diego:
April 25, 2001.
Addendum to Preliminary Hydrology for Villages of La Costa. Hunsaker & Associates
San Diego: October 23, 2001.
Drainage and Grading Plans for Rancho Santa Fe Road. Dokken Engineering.
April 2001.
Mass Graded Hydrology Study for Villages of La Costa. Hunsaker & Assoc. San
Diego:
April 25, 2001.
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La Costa Ridge, Neighborhoods 2.1 & 2.2
Tentative Map Hydrology Study
METHODOLOGY &
MODEL DEVELOPMENT
Rational Method Hydrologic Analysis
Computer Software Package -AES-99
Design Storm -100-year return intervals
Land Use -Single-family units onsite
Soil Type -Hydro logic soil group D was assumed for all areas. Group D soils have
very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils
with a high swelling potential, soils with a high permanent water table, soils with clay
pan or clay layer at or near the surface, and shallow soils over nearly impervious
materials, Group D soils have a very slow rate of water transmission.
Runoff Coefficient -In accordance with the City of Carlsbad standards, single-family
residential areas were designated a runoff coefficient of 0.55, multi-family areas were
designated a coefficient of 0. 70, and natural areas were designated a runoff
coefficient of 0.45. When a watershed encompasses solely pavement conditions, a
runoff coefficient of 0.95 was selected.
Rainfall Intensity -Initial time of concentration values were determined using the
County of San Diego's overland flow nomograph for urban areas. Downstream Tc
values are determined by adding the initial sub-basin time of concentration and the
downstream routing time. Per City of Carlsbad standards, intensity values were
determined from the County of San Diego's Intensity-Duration equation.
Method of Analysis -The Rational Method is the most widely used hydrologic model
for estimating peak runoff rates. Applied to small urban and semi-urban areas with
drainage areas less than 0.5 square miles, the Rational Method relates storm rainfall
intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship
is expressed by the equation: •
Q = CIA, where:
Q = The peak runoff rate in cubic feet per second at the point of analysis.
C = A runoff coefficient representing the area -averaged ratio of runoff to rainfall
intensity.
I = The time-averaged rainfall intensity in inches per hour corresponding to the
time of concentration.
A = The drainage basin area in acres.
To perform a node-link study, the total watershed area is divided into subareas which
discharge at designated nodes.
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La Costa Ridge, Neighborhoods 2.1 & 2.2
Tentative Map Hydrology Study
The procedure for the subarea summation model is as follows:
(1) Subdivide the watershed into an initial subarea (generally 1 lot) and
subsequent subareas, which are generally less than 10 acres in size. Assign
upstream and downstream node numbers to each subarea.
(2) Estimate an initial Tc by using the appropriate nomograph or overland flow
velocity estimation.
(3) Using the initial Tc, determine the corresponding values of I. Then Q = C I A.
(4) Using Q, estimate the travel time between this node and the next by
Manning's equation as applied to the particular channel or conduit linking the
two nodes. Then, repeat the calculation for Q based on the revised intensity
(which is a function of the revised time of concentration)
The nodes are joined together by links, which may be street gutter flows, drainage
swales, drainage ditches, pipe flow, or various channel flows. The AES-99 computer
subarea menu is as follows:
SUBAREA HYDROLOGIC PROCESS
1. Confluence analysis at node.
2. Initial subarea analysis (including time of concentration calculation).
3. Pipe flow travel time (computer estimated).
4. Pipe flow travel time (user specified).
5. Trapezoidal channel travel time.
6. Street flow analysis through subarea.
7. User-specified information at node.
8. Addition of subarea runoff to main line.
9. V-gutter flow through area.
10. Copy main stream data to memory bank
11. Confluence main stream data with a memory bank
12. Clear a memory bank
At the confluence point of two or more basins, the following procedure is used to
combine peak flow rates to account for differences in the basin's times of
concentration. This adjustment is based on the assumption that each basin's
hydrographs are triangular in shape.
(1). If the collection streams have the same times of concentration, then the
Q values are directly summed,
Op = Oa + Qb; T p = Ta = Tb
(2). If the collection streams have different times of concentration, the
smaller of the tributary Q values may be adjusted as follows:
(i). The most frequent case is where the collection stream with the
longer time of concentration has the larger Q. The smaller Q
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La Costa Ridge, Neighborhoods 2.1 & 2.2
Tentative Map Hydrology Study
value is adjusted by the ratio of rainfall intensities.
Op= Oa + Qb (la/Ii>); Tp = Ta
(ii). In some cases, the collection stream with the shorter time of
concentration has the larger Q. Then the smaller Q is adjusted
by a ratio of the T values.
Op= ab·+ Oa (T tlfa); Tp = Tb
Citv of Carlsbad Drainage Design Standards
Reference
Rational Method
"Standards for Design and Construction of Public Works
Improvements in the City of Carlsbad"; April 1993
Use Allowed For Watersheds with drainage areas less than 0.5 mi2
Runoff Coefficient
Soil Type
Land Use
Single-Family Res.
Multi-Units
Mobile Homes
Rural Lots (>1/2 ac)
Commercial
Industrial
A
0.40
0.45
0.45
0.30
0.70
0.80
Soil Group
B C
0.45 0.50
0.50 0.60
0.50 0.55
0.35 0.40
0.75 0.80
0.85 0.90
Assume Soil Group D unless otherwise instructed
D
0.55
0.70
0.65
0.45
0.85
0.95
Rainfall Intensity · Use County of San Diego Intensity-Duration Design Chart
Nomograph
Initial Area
Length
Added Time
Natural areas -Use Natural Watershed Nomograph
Urban areas -Use Urban Area Overland Nomograph
Natural areas -Determine flow concentration point from
contours; maximum flow length = 1,000 feet.
Urban areas -Measure flow length across lot and then along
gutter for a length of between 75 and 500 feet; choose length so
that the initial subarea flow time is greater than 12 minutes
(if possible) but not greater than 15 minutes; length should not
exceed length to first inlet to storm drain system
Increment 10 minutes added to initial subarea flow time determined from
natural watershed nomograph
Min and Max Tc The minimum initial subarea flow time is 5 minutes
The maximum initial subarea flow time is 15 minutes
(urban only)
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-------------------
courrrv OF SAN DIEGO
DEf'ARTMENT OF SANITATION &
FLOOD COtlTROL 100-VE/Ut 6-HOU~ PRECIPIT ATIO~J
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1181 45 1 . 301 15' 117° )O' 15' I it,•
lgisllcnty_hydro/plotslfig,mlsicnty.aml
County of San Diego
Hydrology Manual
Rainfall Isopluvials
2 Year Rainfall Event-6 Hours
lsopluvial (inches)
Map Notes
Stateplane Projection, Zone6, NAD83
Creation Date: June 22, 2001
NOT TO BE USED FOR DESIGN CALCULATIONS
0 7.5
MILES ame&
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La Costa Ridge, Neighborhoods 2.1 & 2.2
Tentative Map Hydrology Study
Rational Method Hydrologic Output
Post-Developed Onsite Hydrologic Results -
100-Year Design Storm
&
2-Year Design Storm
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****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1239
Analysis prepared by:
Hunsaker & Associates -San Diego, Inc.
10179 Huennekens Street
San Diego CA 92121
(858) 558-4500
************************** DESCRIPTION OF STUDY**************************
*LACOSTA RIDGE NEIGHBORHOODS 2.1 & 2.2 *
* 100 YEAR DEVELOPED CONDITION HYDROLOGIC ANALYSIS *
* DECEMBER 16, 2003 *
**************************************************************************
FILE NAME: H:\AES99\2352\91\TM-100.DAT
TIME/DATE OF STUDY: 11: 9 12/16/2003
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.900
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. ·TO BE ADDED TO THE TIME-OF-CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X-A) .*
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 242.00
UPSTREAM ELEVATION= 638.00
DOWNSTREAM ELEVATION= 634.00
ELEVATION DIFFERENCE= 4.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 13.03(MINUTES)
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.120
SUBAREA RUNOFF(CFS) 1.79
TOTAL AREA(ACRES) = 0.79 TOTAL RUNOFF(CFS) 1. 79
****************************************************************************
FLOW PROCESS FROM NODE 111.00 TO NODE 106.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
=====================================================================--=====
UPSTREAM ELEVATION= 634.00
STREET LENGTH(FEET) = 604.00
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 598.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
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SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1
**TRAVELTIME COMPUTED USING MEAN FLOW{CFS) 3.70
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH{FEET) = 0.29
HALFSTREET FLOODWIDTH{FEET) = 7.95
AVERAGE FLOW VELOCITY(FEET/SEC.) 4.93
PRODUCT OF DEPTH&VELOCITY = 1.41
STREETFLOW TRAVELTIME(MIN) = 2.04 TC(MIN) = 15.07
100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 3.751
*USER SPECIFIED{SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA{ACRES) = 1.84 SUB.AREA RUNOFF{CFS) 3.80
SUMMED AREA{ACRES) = 2.63 TOTAL RUNOFF{CFS) 5.59
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH{FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) 9.49
FLOW VELOCITY{FEET/SEC.) = 5.48 DEPTH*VELOCITY = 1.73
****************************************************************************
FLOW PROCESS FROM NODE 106.00 TO NODE 105.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE {NON-PRESSURE FLOW)<<<<<
============================================================================
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES
PIPEFLOW VELOCITY{FEET/SEC.) = 9.3
UPSTREAM NODE ELEVATION= 589.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 28.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME{MIN.) = 0.05
588.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES=
5.59
TC{MIN.) = 15.12
1
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION {MIN. ) 15 .12
RAINFALL INTENSITY{INCH/HR) = 3.74
TOTAL STREAM AREA(ACRES) = 2.63
PEAK FLOW RATE{CFS) AT CONFLUENCE= 5.59
****************************************************************************
FLOW PROCESS FROM NODE 112. 00 TO NODE 113.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 166.60
UPSTREAM ELEVATION= 642.50
DOWNSTREAM ELEVATION= 636.50
ELEVATION DIFFERENCE= 6.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 8.34(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 5.494
SUBAREA RUNOFF(CFS) 1.30
TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS) 1.30
****************************************************************************
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FLOW PROCESS FROM NODE 113.00 TO NODE 107.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
=========--=================================================================
UPSTREAM ELEVATION= 636.50
STREET LENGTH(FEET) = 903.16
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 593.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 4.49
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.31
HALFSTREET FLOODWIDTH(FEET) = 8.98
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.87
PRODUCT OF DEPTH&VELOCITY = 1.49
STREETFLOW TRAVELTIME(MIN) = 3.09 TC(MIN) = 11.43
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.482
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA(ACRES) = 2.61 SUBAREA RUNOFF(CFS) 6.43
SUMMED AREA(ACRES) = 3.04 TOTAL RUNOFF(CFS) 7.73
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) 11.55
FLOW VELOCITY(FEET/SEC.) = 5.32 DEPTH*VELOCITY = 1.90
****************************************************************************
FLOW PROCESS FROM NODE 107.00 TO NODE 105.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.8
UPSTREAM NODE ELEVATION= 589.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 57.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.12
588.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
7.73
TC(MIN.) 11.55
1
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
============================================================================
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 11.55
RAINFALL INTENSITY(INCH/HR) = 4.45
TOTAL STREAM AREA(ACRES) = 3.04
PEAK FLOW RATE(CFS) AT CONFLUENCE= 7.73
** CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.59 15.12 3. 743
2 7.73 11.55 4.452
AREA
(ACRE)
2.63
3.04
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
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** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
1 12.43 11.55 4.452
2 12.09 15.12 3.743
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 12.43 Tc(MIN.) ; 11.55
TOTAL AREA(ACRES) ; 5.67
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 102.00 IS CODE; 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) ; 14.1
UPSTREAM NODE ELEVATION; 588.00
DOWNSTREAM NODE ELEVATION; 532.00
FLOWLENGTH(FEET) ; 901.00 MANNING'S N; 0.013
ESTIMATED PIPE DIAMETER(INCH) ; 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) 12.43
TRAVEL TIME(MIN.) ; 1.07 TC(MIN.) 12.62
1
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE; 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE; 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT; .9000
INITIAL SUBAREA FLOW-LENGTH; 192.60
UPSTREAM ELEVATION; 603.00
DOWNSTREAM ELEVATION; 588.00
ELEVATION DIFFERENCE; 15.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED; 2.52(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) ; 11.885
SUBAREA RUNOFF(CFS) 2.35
TOTAL AREA(ACRES) ; 0.22 TOTAL RUNOFF(CFS) 2.35
****************************************************************************
FLOW PROCESS FROM NODE 121. 00 TO NODE 103.00 IS CODE; 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM ELEVATION; 588.00
STREET LENGTH(FEET) ; 719.00
STREET HALFWIDTH(FEET) ; 18.00
DOWNSTREAM ELEVATION; 542.00
CURB HEIGHT(INCHES) ; 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
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**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 5.68
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.32
HALFSTREET FLOODWIDTH(FEET) = 9.49
AVERAGE FLOW VELOCITY(FEET/SEC.) 5.57
PRODUCT OF DEPTH&VELOCITY = 1.76
STREETFLOW TRAVELTIME(MIN) = 2.15 TC(MIN) = 4.67
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.983
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .9500
SUBAREA AREA (ACRES) = 0 . 8 7 SUBAREA RUNOFF (CFS)
SUMMED AREA(ACRES) = 1.09 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREETFLOW HYDRAULICS:
6.60
8.95
DEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET)
FLOW VELOCITY(FEET/SEC.) = 6.16 DEPTH*VELOCITY =
11.55
2.20
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 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.) 4.67
RAINFALL INTENSITY(INCH/HR) = 7.98
TOTAL STREAM AREA(ACRES) = 1.09
PEAK FLOW RATE(CFS) AT CONFLUENCE= 8.95
****************************************************************************
FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
INITIAL SUBAREA FLOW-LENGTH= 155.00
UPSTREAM ELEVATION= 631.00
DOWNSTREAM ELEVATION= 595.00
ELEVATION DIFFERENCE= 36.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 5.11(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.538
SUBAREA RONOFF(CFS) 1.66
TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 1.66
****************************************************************************
FLOW PROCESS FROM NODE 123.00 TO NODE 104.00 IS CODE= 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================-===--===-=-====
UPSTREAM NODE ELEVATION= 595.00
DOWNSTREAM NODE ELEVATION= 540.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 336.00
CHANNEL SLOPE= 0.1637
CHANNEL BASE(FEET) = 3.00 "Z" FACTOR= 2.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 3.00
CHANNEL FLOW THRU SUBAREA(CFS) = 1.66
FLOW VELOCITY(FEET/SEC) = 7.19 FLOW DEPTH(FEET) 0.07
TRAVEL TIME(MIN.) = 0.78 TC(MIN.) = 5.88 ~
****************************************************************************
FLOW PROCESS FROM NODE 123.00 TO NODE 104.00 IS CODE= 8
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>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
=--------=======================-===========================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.879
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
SUBAREA AREA (ACRES) 2 .14 SUBAREA RUNOFF (CFS)
TOTAL AREA(ACRES) = 2.63 TOTAL RUNOFF(CFS) =
TC(MIN) = 5.88
6.62
8.29
****************************************************************************
FLOW PROCESS FROM NODE 104.00 TO NODE 103.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 23.1
UPSTREAM NODE ELEVATION= 540.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 21.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.02
533.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
8.29
TC(MIN.) 5.90
1
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
============================================================================
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION (MIN. ) 5. 9 0
RAINFALL INTENSITY(INCH/HR) = 6.87
TOTAL STREAM AREA(ACRES) = 2.63
PEAK FLOW RATE(CFS) AT CONFLUENCE= 8.29
** CONFLUENCE DATA**
STREAM RUNOFF
NUMBER (CFS)
1 8.95
2 8.29
Tc
(MIN.)
4.67
5.90
INTENSITY
( INCH/HOUR)
7.983
6.867
2 ARE:
AREA
(ACRE)
1.09
2.63
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE TABLE**
RUNOFF
(CFS)
16.08
15.99
Tc
(MIN.)
4.67
5.90
INTENSITY
(INCH/HOUR)
7.983
6.867
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 16.08 Tc(MIN.) =
TOTAL AREA(ACRES) = 3.72
4.67
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 102.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================-========-------
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 27.9
UPSTREAM NODE ELEVATION= 533.00
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DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 3.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.00
532.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
16.08
TC(MIN.) 4.67
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****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE= 11
>>>>>CONFLUENCE MEMORY BANK# l WITH THE MAIN-STREAM MEMORY<<<<<
============================================================================
**MAINSTREAM CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
l 16.08 4.67 7.981
** MEMORY BANK#
STREAM RUNOFF
NUMBER (CFS)
l 12.43
** PEAK FLOW RATE
STREAM RUNOFF
NUMBER (CFS)
l 22.63
2 20.90
1 CONFLUENCE DATA**
Tc
(MIN.)
12.62
TABLE**
Tc
(MIN.)
4.67
12.62
INTENSITY
(INCH/HOUR)
4.205
INTENSITY
(INCH/HOUR)
7.981
4.205
AREA
(ACRE)
3. 72
AREA
(ACRE)
5.67
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 22.63 Tc(MIN.) = 4.67
TOTAL AREA(ACRES) = 9.39
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE= 12
>>>>>CLEAR MEMORY BANK# l <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 101.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRO SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
====================================-----==-================================
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 12.7
UPSTREAM NODE ELEVATION= 532.00
DOWNSTREAM NODE ELEVATION= 531.00
FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES
PIPEFLOW THRO SUBAREA(CFS) 22.63
TRAVEL TIME(MIN.) = 0.04 TC(MIN.) 4.71
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****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 101. 00 IS CODE = l
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN. ) 4 . 71
RAINFALL INTENSITY(INCH/HR) = 7.94
TOTAL STREAM AREA(ACRES) = 9.39
PEAK FLOW RATE(CFS) AT CONFLUENCE= 22.63
****************************************************************************
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FLOW PROCESS FROM NODE 124.00 TO NODE 125.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .9200
INITIAL SUBAREA FLOW-LENGTH= 254.00
UPSTREAM ELEVATION= 599.00
DOWNSTREAM ELEVATION= 587.50
ELEVATION DIFFERENCE= 11.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 3.12(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 10.354
SUBAREA RUNOFF(CFS) 1.81
TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) 1.81
****************************************************************************
FLOW PROCESS FROM NODE 125.00 TO NODE 101.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM ELEVATION= 587.50
STREET LENGTH(FEET) = 335.90
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 542.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.45
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.27
HALFSTREET FLOODWIDTH(FEET) = 7.43
AVERAGE FLOW VELOCITY(FEET/SEC.) 6.64
PRODUCT OF DEPTH&VELOCITY = 1.82
STREETFLOW TRAVELTIME(MIN) = 0.84 TC(MIN) = 3.97
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.874
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .9500
SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) 5.23
SUMMED AREA(ACRES) = 0.81 TOTAL RUNOFF(CFS) 7.04
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98
FLOW VELOCITY(FEET/SEC.) 7.62 DEPTH*VELOCITY = 2.33
****************************************************************************
FLOW PROCESS FROM NODE 101.00' TO NODE 101.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
l
============================================================================
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 3.97
RAINFALL INTENSITY(INCH/HR) = 8.87
TOTAL STREAM AREA(ACRES) = 0.81
PEAK FLOW RATE(CFS) AT CONFLUENCE= 7.04
** CONFLUENCE DATA**
STREAM
NUMBER
l
2
RUNOFF
(CFS)
22.63
7.04
Tc
(MIN.)
4. 71
3.97
INTENSITY
(INCH/HOUR)
7.938
8 .874
AREA
(ACRE)
9 .39
0.81
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RAINFALL I~ENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
l 27.28 3.97 8.874
2 28.92 4.71 7 .938
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 28.92 Tc(MIN.) = 4.71
TOTAL AREA(ACRES) = 10.20
****************************************************************************
FLOW PROCESS FROM NODE 101. 00 TO NODE 100.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 22.2
UPSTREAM NODE ELEVATION= 531.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 56.50
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.04
524.00
MANNING'S
18.00
28.92
TC(MIN.)
N = 0.013
NUMBER OF PIPES
4.76
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+--------------------------------------------------------------------------+ I END OF ANALYSIS OF STORM DRAIN SYSYEM #1 -NORTHERLY SYSTEM I
I BEGIN ANALYSIS OF STORM DRAIN SYSTEM #2 -WESTERLY SYSTEM I
I I +--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUB.AREA ANALYSIS<<<<<
=--------=-============--=----==-==============----=-=-=====================
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
INITIAL SUB.AREA FLOW-LENGTH= 174.40
UPSTREAM ELEVATION= 729.50
DOWNSTREAM ELEVATION= 699.50
ELEVATION DIFFERENCE= 30.00
URBAN SUB.AREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 5.99(MINUTES)
*CAUTION: SOB.AREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SOB.AREA Tc IS LESS THAN 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.803
SUB.AREA RUNOFF(CFS) = 2.82
TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS} = 2.82
****************************************************************************
FLOW PROCESS FROM NODE 213.00 TO NODE 208.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM ELEVATION= 699.50
STREET LENGTH(FEET) = 490.00
STREET HALFWIDTH(FEET} = 18.00
DOWNSTREAM ELEVATION= 644.00
CURB HEIGHT(INCHES} = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
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SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) =
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.35
HALFSTREET FLOODWIDTH(FEET) = 11.04
AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.35
PRODUCT OF DEPTH&VELOCITY = 2.90
STREETFLOW TRAVELTIME(MIN) = 0.98 TC(MIN) = 6.96
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.170
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA(ACRES) = 4.95 SUBAREA RUNOFF(CFS)
SUMMED AREA (ACRES) = 5 . 8 7 TOTAL RUNOFF (CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
11.16
16.80
19.62
DEPTH(FEET) = 0.41 HALFSTREET FLOODWIDTH(FEET) 14.13
FLOW VELOCITY(FEET/SEC.) = 9.27 DEPTH*VELOCITY = 3.79
****************************************************************************
FLOW PROCESS FROM NODE 208.00 TO NODE 204.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.l INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 11.4
UPSTREAM NODE ELEVATION= 634.00
DOWNSTREAM NODE ELEVATION= 630.00
FLOWLENGTH(FEET) = 148.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 21.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) 19.62
TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 7.18
1
****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE= 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 2 <<<<<
=============================================-=--=======-===================
****************************************************************************
FLOW PROCESS FROM NODE 214.00 TO NODE 215.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH=
UPSTREAM ELEVATION=
DOWNSTREAM ELEVATION=
675.00
670.50
ELEVATION DIFFERENCE= 4.50
289.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= l4.52(MINUTES)
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.841
SUBAREA RUNOFF(CFS) 1.92
TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = l.92
****************************************************************************
FLOW PROCESS FROM NODE 215.00 TO NODE 205.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM ELEVATION= 670.50
STREET LENGTH(FEET) = 860.70
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVAT!ON = 655.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
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INTERIOR STREET CROSSFALL(DECIMAL)
OUTSIDE STREET CROSSFALL(DECIMAL)
0.020
0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF l
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 2.72
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.31
HALFSTREET FLOODWIDTH(FEET) = 8.98
AVERAGE FLOW VELOCITY(FEET/SEC.) 2.94
PRODUCT OF DEPTH&VELOCITY = 0.90
STREETFLOW TRAVELTIME(MIN) = 4.88 TC(MIN) = 19.40
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.186
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA (ACRES) = 0 . 91 SUBAREA RUNOFF ( CFS) l. 59
SUMMED AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) 3.52
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) 10.01
FLOW VELOCITY(FEET/SEC.) = 3.14 DEPTH*VELOCITY = 1.03
****************************************************************************
FLOW PROCESS FROM NODE 205.00 TO NODE 207.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
--=-=-===---================================================================
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 10.7
UPSTREAM NODE ELEVATION= 645.00
DOWNSTREAM NODE ELEVATION= 644.00
FLOWLENGTH(FEET) = 13.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) 3.52
TRAVEL TIME(MIN.) = 0.02 TC(MIN.) 19.42
1
****************************************************************************
FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE= l
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN.) 19. 42
RAINFALL INTENSITY(INCH/HR) = 3.18
TOTAL STREAM AREA(ACRES) = 1.82
PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.52
****************************************************************************
FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 189.70
UPSTREAM ELEVATION= 673.50
DOWNSTREAM ELEVATION= 670.20
ELEVATION DIFFERENCE= 3.30
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= ll.34(MINUTES)
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.506
SUBAREA RUNOFF(CFS) 1.66
TOTAL AREA(ACRES) = 0.67 TOTAL RUNOFF(CFS) l.66
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****************************************************************************
FLOW PROCESS FROM NODE 217.00 TO NODE 206.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM ELEVATION= 670.20
STREET LENGTH(FEETJ = 806.32
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 657.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMALJ 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.40
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.36
HAL~STREET FLOODWIDTH(FEET) = 11.55
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.03
PRODUCT OF DEPTH&VELOCITY = 1.08
STREETFLOW TRAVELTIME(MINJ = 4.44 TC(MIN) = 15.78
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.641
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA(ACRESJ = 2.71 SUBAREA RUNOFF(CFS) 5.43
SUMMED AREA(ACRES) = 3.38 TOTAL RUNOFF(CFS) 7.09
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.41 HALFSTREET FLOODWIDTH(FEET) 14.13
FLOW VELOCITY(FEET/SEC.J = 3.35 DEPTH*VELOCITY = 1.37
****************************************************************************
FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================--=---------------------------------------------
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.J = 12.4
UPSTREAM NODE ELEVATION= 647.00
DOWNSTREAM NODE ELEVATION= 644.00
FLOWLENGTH(FEET) = 45.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) =· 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) 7.09
TRAVEL TIME(MIN.) = 0.06 TC(MIN.J 15.84
1
****************************************************************************
FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
==========================================================================--
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN. ) 15 . 84
RAINFALL INTENSITY(INCH/HR) = 3.63
TOTAL STREAM AREA(ACRES) = 3.38
PEAK FLOW RATE(CFS) AT CONFLUENCE= 7.09
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 3.52 19.42 3.184
2 7 .09 15.84 3.632
AREA
(ACRE)
1.82
3.38
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
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** PEAK FLOW RATE
STREAM RUNOFF
NUMBER (CFS)
1 10.17
2 9.73
TABLE**
Tc
(MIN.)
15.84
19.42
INTENSITY
(INCH/HOUR)
3.632
3 .184
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 10.17 Tc(MIN.) = 15.84
TOTAL AREA(ACRES) = 5.20
****************************************************************************
FLOW PROCESS FROM NODE 207.00 TO NODE 204.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 11.9
UPSTREAM NODE ELEVATION= 644.00
DOWNSTREAM NODE ELEVATION= 630.00
FLOWLENGTH(FEET) = 310.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES= 1
PIPEFLOW THRU SUBAREA(CFS) 10.17
TRAVEL TIME(MIN.) = 0.44 TC(MIN.) 16.27
****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE= 11
>>>>>CONFLUENCE MEMORY BANK# 2 WITH THE MAIN-STREAM MEMORY<<<<<
**MAINSTREAM CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 10.17 16.27 3.569
** MEMORY BANK# 2 CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
1 19.62 7.18 6.050
** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
1 25.62 7.18 6.050
2 21. 74 16.27 3.569
AREA
(ACRE)
5.20
AREA
(ACRE)
5.87
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 25.62 Tc(MIN.) = 7.18
TOTAL AREA(ACRES) = 11.07
****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE= 12
>>>>>CLEAR MEMORY BANK# 2 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 202.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<-
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.5
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630.00 UPSTREAM NODE ELEVATION=
DOWNSTREAM NODE ELEVATION
FLOWLENGTH(FEET) = 200.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.35
627.00
MANNING'S
= 24.00
25.62
TC(MIN.)
N = 0 .013
NUMBER OF PIPES l
7.53
****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE= l
>>.>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<«<
============================================================================
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN. ) 7 . 53
RAINFALL INTENSITY(INCH/HR) = 5.87
TOTAL STREAM AREA(ACRES) = 11.07
PEAK FLOW RATE(CFS) AT CONFLUENCE= 25.62
****************************************************************************
FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA .ANALYSIS<<<<<
============================================================================
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
INITIAL SUBAREA FLOW-LENGTH= 78.75
UPSTREAM ELEVATION=
DOWNSTREAM ELEVATION=
704.50
687.00
ELEVATION DIFFERENCE= 17.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 3.69(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 9.289
SUBAREA RUNOFF(CFS) 0.84
TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) 0.84
****************************************************************************
FLOW PROCESS FROM NODE 219.00 TO NODE 203.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM ELEVATION= 687.00
STREET LENGTH(FEET) = 453.40
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 637.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING ME.AN FLOW(CFS) = 7.79
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.32
HALFSTREET FLOODWIDTH(FEET) = 9.49
AVERAGE FLOW VELOCITY(FEET/SEC.) 7.65
PRODUCT OF DEPTH&VELOCITY = 2.42
STREETFLOW TRAVELTIME(MIN) = 0.99 TC(MIN) = 4.68
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.972
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREAAREA(ACRES) = 3.19 SUBAREARUNOFF(CFS) 13.99
SUMMED AREA(ACRES) = 3.39 TOTAL RUNOFF(CFS) 14.82
END OF SUBAREA STREETFLOW HYDRAULICS:
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DEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.59
FLOW VELOCITY(FEET/SEC.) = 8.71 DEPTH*VELOCITY = 3.29
****************************************************************************
FLOW PROCESS FROM NODE 203.00 TO NODE 202.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRO SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
-=-----=----=-==============================================================
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 11.6
UPSTREAM NODE ELEVATION= 628.00
DOWNSTREAM NODE ELEVATION= 627.00
FLOWLENGTH(FEET) = 29.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRO SUBAREA(CFS) = 14.82
TRAVEL TIME(MIN.) = 0.04 TC(MIN.) 4.72
****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
============================================================================
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) 4. 72
RAINFALL INTENSITY(INCH/HR) = 7.93
TOTAL STREAM AREA(ACRES) = 3.39
PEAK FLOW RATE(CFS) AT CONFLUENCE 14.82
** CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
l 25.62 7.53 5.867
2 14.82 4.72 7.927
AREA
(ACRE)
11.07
3.39
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 33.78 4.72 7.927
2 36.59 7.53 5.867
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 36.59 Tc(MIN.) = 7.53
TOTAL AREA(ACRES) = 14.46
****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 201. 00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.l INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 11.5
UPSTREAM NODE ELEVATION= 627.00
DOWNSTREAM NODE ELEVATION= 623.00
FLOWLENGTH(FEET) = 211.75 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 27.00 NUMBER OF PIPES 1
PIPEFLOW THRO SUBAREA(CFS) 36.59
TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 7.84
****************************************************************************
FLOW PROCESS FROM NODE 201.00 TO NODE 201. 00 IS CODE = l
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>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
=------====================================================~======--===-----TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM l ARE:
TIME OF CONCENTRATION (MIN.) 7. 84
RAINFALL INTENSITY(INCH/HR) = 5.72
TOTAL STREAM AREA(ACRES) = 14.46
PEAK FLOW RATE(CFS) AT CONFLUENCE= 36.59
****************************************************************************
FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
-------------===============================================================
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 247.50
UPSTREAM ELEVATION= 652.70
DOWNSTREAM ELEVATION= 645.80
ELEVATION DIFFERENCE= 6.90
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= ll.07(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.577
SUBAREA RUNOFF(CFS) = l.79
TOTAL AREA(ACRES) 0.71 TOTAL RUNOFF(CFS) l. 79
****************************************************************************
FLOW PROCESS FROM NODE 211.00 TO NODE 201.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM ELEVATION= 645.80 DOWNSTREAM ELEVATION= 632.00
-STREET LENGTH(FEET) = 572.50
STREET HALFWIDTH(FEET) = 18.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= l
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS)
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.34
HALFSTREET FLOODWIDTH(FEET) = l0.52
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.50
PRODUCT OF DEPTH&VELOCITY = l.18
STREETFLOW TRAVELTIME(MIN) = 2.73 TC(MIN) = 13.79
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.971
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
4.29
SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) 4.96
SUMMED AREA(ACRES) = 2.98 TOTAL RUNOFF(CFS) 6.75
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) 12.59
FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH*VELOCITY = l.50
****************************************************************************
FLOW PROCESS FROM NODE 201.00 TO NODE 20l. 00 I~ CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
l
============================================================================
TOTAL NUMBER OF STREAMS= 2
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CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION (MIN.} 13. 79
RAINFALL INTENSITY(INCH/HR) = 3.97
TOTAL STREAM AREA(ACRES) = 2.98
PEAK FLOW RATE(CFS) AT CONFLUENCE= 6.75
** CONFLUENCE DATA-**
STREAM RUNOFF
NUMBER (CFS)
1 36.59
2 6.75
Tc
(MIN.}
7.84
13.79
INTENSITY
( INCH/HOUR)
5.718
3 .971
2 ARE:
AREA
(ACRE)
14.46
2.98
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE**
STREAM
NUMBER
1
2
RUNOFF
(CFS)
41.27
32.16
Tc
(MIN.)
7.84
13. 79
INTENSITY
( INCH/HOUR)
5. 718
3.971
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 41.27 Tc(MIN.) =
TOTAL AREA(ACRES} = 17.44
7.84
****************************************************************************
FLOW PROCESS FROM NODE 201. 00 TO NODE 200.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<<<<<
============================================================================
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.} = 22.6
UPSTREAM NODE ELEVATION= 623.00
DOWNSTREAM NODE ELEVATION= 605.00
FLOWLENGTH(FEET} = 174.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 21.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 41.27
TRAVEL TIME(MIN.) = 0.13 TC(MIN.) 7.97
+--------------------------------------------------------------------------+
I END OF ANALYSIS OF SYSTEM #2 -WESTERLY SYSTEM I
I BEGIN ANALYSIS OF SYSTEM #3 -EASTERLY SYSTEM I
I I +--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 320.00 TO NODE 321.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH=
UPSTREAM ELEVATION=
DOWNSTREAM ELEVATION=
642.50
637.50
ELEVATION DIFFERENCE= 5.00
154.40
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 8.32(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.504
SUBAREA RUNOFF(CFS) 1.60
TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) ~ 1.60
****************************************************************************
FLOW PROCESS FROM NODE 321. 00 TO NODE 312.00 IS CODE= 6
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>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
----------------==========================================================--
UPSTREAM ELEVATION= 637.50
STREET LENGTH(FEET) = 296.50
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 624.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.34
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.26
HALFSTREET FLOODWIDTH(FEET) = 6.91
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92
PRODUCT OF DEPTH&VELOCITY = 1.04
STREETFLOW TRAVELTIME(MIN) = 1.26 TC(MIN) = 9.57
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.025
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) 1.46
SUMMED AREA(ACRES) = 1.06 TOTAL RUNOFF(CFS) 3.07
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 7.95
FLOW VELOCITY(FEET/SEC.) = 4.10 DEPTH*VELOCITY = 1.17
****************************************************************************
FLOW PROCESS FROM NODE 312.00 TO NODE 310.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 16.7
UPSTREAM NODE ELEVATION= 614.00
DOWNSTREAM NODE ELEVATION= 553.00
FLOWLENGTH(FEET) = 204.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 3.07
TRAVEL TIME(MIN.) = 0.20 TC(MIN.) 9.78
****************************************************************************
FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN. ) 9 . 7 8
RAINFALL INTENSITY(INCH/HR) = 4.96
TOTAL STREAM AREA(ACRES) = 1.06
PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.07
1
****************************************************************************
FLOW PROCESS FROM NODE 322.00 TO NODE 323.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
INITIAL SUBAREA FLOW-LENGTH= 148.80
UPSTREAM ELEVATION= 665.00
DOWNSTREAM ELEVATION
ELEVATION DIFFERENCE
617.00
48.00
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URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 4.48(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.197
SUBAREA RUNOFF(CFS) 3.21
TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) 3.21
****************************************************************************
FLOW PROCESS FROM NODE 323.00 TO NODE 311.00 IS CODE= 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRO SUBAREA<<<<<
---=-----===================================================================
UPSTREAM NODE ELEVATION= 617.00
DOWNSTREAM NODE ELEVATION= 565.00
CHANNEL LENGTH THRO SUBAREA(FEET) = 297.80
CHANNEL SLOPE= 0.1746
CHANNEL BASE(FEET) = 2.00 "Z" FACTOR= 2.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.50
CHANNEL FLOW THRU SUBAREA(CFS) = 3.21
FLOW VELOCITY(FEET/SEC) = 10.04 FLOW DEPTH(FEET) 0.14
TRAVEL TIME(MIN.) = 0.49 TC(MIN.) = 4.98
****************************************************************************
FLOW PROCESS FROM NODE 323. 00 TO NODE 311. 00 IS CODE =
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.662
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
SUBAREA AREA(ACRES) 1.46 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) 2.33 TOTAL RUNOFF(CFS) =
TC(MIN) = 4.98
5.03
8.24
8
****************************************************************************
FLOW PROCESS FROM NODE 311.00 TO NODE 310.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 23.3
UPSTREAM NODE ELEVATION= 565.00
DOWNSTREAM NODE ELEVATION= 553.00
FLOWLENGTH(FEET) = 35.30 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 8.24
TRAVEL TIME (MIN.) = 0. 03 TC (MIN.) 5. 00
****************************************************************************
FLOW PROCESS FROM NODE 310. 00 TO NODE 310.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
============================================================================
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.00
RAINFALL INTENSITY(INCH/HR) = 7.64
TOTAL STREAM AREA(ACRES) = 2.33
PEAK FLOW RATE(CFS) AT CONFLUENCE= 8.24
** CONFLUENCE DATA**
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STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
l 3.07 9.78 4.957 l.06
2 8.24 5.00 7 .637 2.33
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR
** PEAK FLOW RATE TABLE**
STREAM RUNOFF
NUMBER (CFS)
l
2
10.24
8.42
Tc
(MIN.)
5.00
9.78
2 STREAMS.
INTENSITY
(INCH/HOUR)
7 .637
4.957
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 10.24 Tc(MIN.) =
TOTAL AREA(ACRES) = 3.39
5.00
****************************************************************************
FLOW PROCESS FROM NODE 310.00 TO NODE 308.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.} = 9.2
UPSTREAM NODE ELEVATION= 553.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 343.58
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS) =
TRAVEL TIME(MIN.) = 0.62
545.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
10.24
TC(MIN.) 5.62
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****************************************************************************
FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE= l
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM l ARE:
TIME OF CONCENTRATION(MIN.} = 5.62
RAINFALL INTENSITY(INCH/HR) = 7.08
TOTAL STREAM AREA(ACRES) = 3.39
PEAK FLOW RATE(CFS) AT CONFLUENCE= 10.24
****************************************************************************
FLOW PROCESS FROM NODE 324.00 TO NODE 325.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA J\NALYSIS<<<<<
*USER SPECIFIED(SUBAREA}:
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 271.90
UPSTREAM ELEVATION= 617.00
DOWNSTREAM ELEVATION= 570.00
ELEVATION DIFFERENCE= 47.00
URBJ\N SUBAREA OVERLJ\ND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 6.3l(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.573
SUBAREA RUNOFF(CFS) = 3.29
TOTAL AREA(ACRES} = 0.91 TOTAL RUNOFF(CFS) ~ 3.29
****************************************************************************
FLOW PROCESS FROM NODE 325.00 TO NODE 309.00 IS CODE= 6
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>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
-===-=--=-==================================================================
UPSTREAM ELEVATION= 570.00
STREET LENGTH(FEET) = 223.50
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 555.50
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 3.64
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.29
HALFSTREET FLOODWIDTH(FEET) = 7.95
AVERAGE FLOW VELOCITY(FEET/SEC.) 4.86
PRODUCT OF DEPTH&VELOCITY = 1.39
STREETFLOW TRAVELTIME(MIN) = 0.77 TC(MIN) = 7.08
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.105
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA(ACRES) = 0.21 SUBAREA RUNOFF(CFS) 0.71
SUMMED AREA(ACRES) = 1.12 TOTAL RUNOFF(CFS) 3.99
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) 7.95
FLOW VELOCITY(FEET/SEC.) = 5.33 DEPTH*VELOCITY = 1.52
****************************************************************************
FLOW PROCESS FROM NODE 309. 00 TO NODE 308.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.8
UPSTREAM NODE ELEVATION= 546.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 35.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRO SUBAREA(CFS) =
TRAVEL TIME(MIN.) = 0.07
545.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
3.99
TC(MIN.) 7.16
1
****************************************************************************
FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
============================================================================
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN. ) 7 .16
RAINFALL INTENSITY(INCH/HR) = 6.06
TOTAL STREAM AREA(ACRES) = 1.12
PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.99
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 10.24 5.62 7.083
2 3.99 7.16 6 .064
RAINFALL INTENSITY AND TIME OF CONCENTRATION
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
AREA
(ACRE)
3.39
1.12
RATIO'
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NUMBER
l
2
(CFS)
13.66
12.76
(MIN.)
5.62
7.16
(INCH/HOUR)
7.083
6.064
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) 13. 66 Tc (MIN.) =
TOTAL AREA(ACRES) = 4.51
5.62
****************************************************************************
FLOW PROCESS FROM NODE 308.00 TO NODE 306.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 15.9
UPSTREAM NODE ELEVATION= 545.00
DOWNSTREAM NODE ELEVATION= 518.00
FLOWLENGTH(FEET) = 333.80 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1
PIPEFLOW THRU SUBAREA(CFS) 13.66
TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 5.97
****************************************************************************
FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM l ARE:
TIME OF CONCENTRATION (MIN.) 5. 97
RAINFALL INTENSITY(INCH/HR) = 6.81
TOTAL STREAM AREA (ACRES) = 4 . 51
PEAK FLOW RATE(CFS) AT CONFLUENCE= 13.66
1
****************************************************************************
FLOW PROCESS FROM NODE 326.00 TO NODE 327.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
INITIAL SUBAREA FLOW-LENGTH= 149.60
UPSTREAM ELEVATION= 665.00
DOWNSTREAM ELEVATION= 617.00
ELEVATION DIFFERENCE= 48.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 4.50(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.173
SUBAREA RUNOFF(CFS) = 3.57
TOTAL AREA(ACRES) = 0.97 TOTAL RUNOFF(CFS) 3.57
****************************************************************************
FLOW PROCESS FROM NODE 327.00 TO NODE 307.00 IS CODE= 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
===================================-==--------------,-----------------------
UPSTREAM NODE ELEVATION= 617.00
DOWNSTREAM NODE ELEVATION= 530.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 415.20
CHANNEL SLOPE= 0.2095
CHANNEL BASE(FEET) = 2.00 "Z" FACTOR= 2.000
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MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.50
CHANNEL FLOW THRU SUBAREA(CFS) = 3.57
FLOW VELOCITY(FEET/SEC) = 11.16 FLOW DEPTH(FEET) 0.14
TRAVEL TIME(MIN.) = 0.62 TC(MIN.) = 5.12
****************************************************************************
FLOW PROCESS FROM NODE 327.00 TO NODE 307.00 IS CODE=
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.521
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
8
SUBAREA AREA(ACRES) 1.49 SUBAREA RUNOFF(CFS) = 5.04
TOTAL AREA(ACRES) = 2.46 TOTAL RUNOFF(CFS) = 8.61
TC(MIN) = 5.12
****************************************************************************
FLOW PROCESS FROM NODE 307.00 TO NODE 306.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 12.6
UPSTREAM NODE ELEVATION= 530.00
DOWNSTREAM NODE ELEVATION= 518.00
FLOWLENGTH(FEET) = 200.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) = 8.61
TRAVEL TIME(MIN.) = 0.26 TC(MIN.) 5.39
1
****************************************************************************
FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
============================================================================
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN. ) 5. 3 9
RAINFALL INTENSITY(INCH/HR) = 7.28
TOTAL STREAM AREA(ACRES) = 2.46
PEAK FLOW RATE(CFS) AT CONFLUENCE= 8.61
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
1 13.66 5.97 6.812
2 8.61 5.39 7.281
AREA
(ACRE)
4.51
2.46
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE
STREAM RUNOFF
NUMBER (CFS)
1 21.39
2 21.71
TABLE **
Tc
(MIN.)
5.39
5.97
INTENSITY
( INCH/HOUR)
7.281
6.812
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE{CFS) = 21.71 Tc{MIN.) =
TOTAL AREA(ACRES) = 6.97
5.J7
****************************************************************************
FLOW PROCESS FROM NODE 306.00 TO NODE 302.00 IS CODE= 3
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>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<·
-------------------=-=======================================================
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 15.4
UPSTREAM NODE ELEVATION= 518.00
DOWNSTREAM NODE ELEVATION= 508.00
FLOWLENGTH(FEET) = 170.60 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) 21.71
TRAVEL TIME(MIN.) = 0.18 TC(MIN.) 6.16
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****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE= 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# l <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 327.00 TO NODE 303.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
INITIAL SUBAREA FLOW-LENGTH= 486.20
UPSTREAM ELEVATION= 668.00
DOWNSTREAM ELEVATION= 522.00
ELEVATION DIFFERENCE= 146.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 8.30(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.510
SUBAREA RUNOFF(CFS) 1.02
TOTAL AREA(ACRES) = 0.41 TOTAL RUNOFF(CFS) 1.02
****************************************************************************
FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 6.4
UPSTREAM NODE ELEVATION= 512.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 20.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.05
511.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES=
1.02
TC(MIN.) 8.35
1
****************************************************************************
FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 8.35
RAINFALL INTENSITY(INCH/HR) = 5.49
TOTAL STREAM AREA(ACRES) = 0.41
PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.02
1
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****************************************************************************
FLOW PROCESS FROM NODE 328.00 TO NODE 329.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
---------==--====================================================-----------
*USER SPECIFIED(SUBAREA):
SINGLE Fl\MILY DEVELOPMENT RONOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 244.80
UPSTREAM ELEVATION= 564.00
DOWNSTREAM ELEVATION= 535.00
ELEVATION DIFFERENCE= 29.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 6.80(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.269
SUBAREA RONOFF(CFS) 2.14
TOTAL AREA(ACRES) = 0.62 TOTAL RONOFF(CFS) = 2.14
****************************************************************************
FLOW PROCESS FROM NODE 329. 00 TO NODE 304.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
=====-======================================================================
UPSTREAM ELEVATION= 535.00
STREET LENGTH(FEET) = 262.50
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 518.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
16.50
SPECIFIED NUMBER OF HALFSTREETS CARRYING RONOFF l
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 3.43
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.27
HALFSTREET FLOODWIDTH(FEET) = 7.43
AVERAGE FLOW VELOCITY (FEET /SEC. ) 5 .12
PRODUCT OF DEPTH&VELOCITY = 1.41
STREETFLOW TRAVELTIME(MIN) = 0.85 TC(MIN) = 7.65
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.808
*USER SPECIFIED(SUBAREA):
SINGLE Fl\MILY DEVELOPMENT RONOFF COEFFICIENT= .5500
SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 1.43 TOTAL RUNOFF(CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET)
FLOW VELOCITY(FEET/SEC.) = 5.11 DEPTH*VELOCITY =
8.98
2.59
4. 73
1.56
****************************************************************************
FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STRE1\MS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN. ) 7. 6 5
RAINFALL INTENSITY(INCH/HR) = 5.81
TOTAL STREAM AREA(ACRES) = 1.43
PEAK FLOW RATE(CFS) AT CONFLUENCE= 4.73
** CONFLUENCE DATA **
STRE1\M RONOFF Tc INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
l 1.02 8.35 5.488
2 4. 73 7.65 5.808
AREA
(ACRE)
0.41
1.43
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RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA.USED FOR 2 STREAMS.
** PEAK FLOW RATE
STREAM RUNOFF
NUMBER (CFS)
1 5.69
2 5.48
TABLE**
Tc
(MIN.)
7.65
8.35
INTENSITY
(INCH/HOUR)
5.808
5.488
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.69 Tc(MIN.) =
TOTAL AREA(ACRES) = 1.84
7.65
****************************************************************************
FLOW PROCESS FROM NODE 304.00 TO NODE 302.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 12.5
UPSTREAM NODE ELEVATION= 511.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 37.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.05
508.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
5.69
TC(MIN.) 7.70
1
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE= l.
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM l. ARE:
TIME OF CONCENTRATION (MIN.) 7. 70
RAINFALL INTENSITY(INCH/HR) = 5.78
TOTAL STREAM AREA(ACRES) = 1..84
PEAK FLOW RATE(CFS) AT CONFLUENCE= 5.69
****************************************************************************
FLOW PROCESS FROM NODE 330.00 TO NODE 3321.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 305.50
UPSTREAM ELEVATION=
DOWNSTREAM ELEVATION=
594.00
571.. so
ELEVATION DIFFERENCE= 22.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 8.89(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
1.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.270
SUBAREA RUNOFF(CFS) 2.58
TOTAL AREA(ACRES) = 0.89 TOTAL RUNOFF(CFS) 2.58
****************************************************************************
FLOW PROCESS FROM NODE 331. 00 TO NODE 305.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION= 571.. 50 DOWNSTREAM ELEVATION= 51.7.00
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STREET LENGTH(FEET) = 857.63
STREET HALFWIDTH(FEET) = 18.00
CURB HEIGHT(INCHES)
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
6.
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 5.31
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.32
HALFSTREET FLOODWIDTH(FEET) = 9.49
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.21
PRODUCT OF DEPTH&VELOCITY = 1.65
STREETFLOW TRAVELTIME(MIN) = 2.75 TC(MIN) = 11.64
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.430
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA(ACRES) = 2.21 SUBAREA RUNOFF(CFS) 5.39
SUMMED AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) 7.96
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.35 HALFSTREET FLOODWIDTH(FEET) 11.04
FLOW VELOCITY(FEET/SEC.) = 5.96 DEPTH*VELOCITY = 2.07
****************************************************************************
FLOW PROCESS FROM NODE 305.00 TO NODE 302.00 rs CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 22.9
UPSTREAM NODE ELEVATION= 509.00
DOWNSTREAM NODE ELEVATION= 508.00
FLOWLENGTH(FEET) = 3.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) = 7.96
TRAVEL TIME(MIN.) = 0.00 TC(MIN.) 11.64
1
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
============================================================================
TOTAL NUMBER OF STREAMS = 2 .
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.64
RAINFALL INTENSITY(INCH/HR) = 4.43
TOTAL STREAM AREA(ACRES) = 3.10
PEAK FLOW RATE(CFS) AT CONFLUENCE= 7.96
** CONFLUENCE DATA**
STREAM
NUMBER
1
2
RUNOFF
(CFS)
5.69
7.96
Tc
(MIN.)
7.70
11.64
INTENSITY
( INCH/HOUR)
5.784
4.430
AREA
(ACRE)
1.84
3.10
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 11. 79 7.70 5.784
2 12.32 11.64 4.430
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COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.32 Tc(MIN.) = 11.64
TOTAL AREA(ACRES) = 4.94
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE= 11
>>>>>CONFLUENCE MEMORY BANK# 1 WITH THE MAIN-STREAM MEMORY<<<<<
============================================================================
**MAINSTREAM CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 12.32 11.64 4.430
** MEMORY BANK# 1 CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
1 21. 71 6.16 6.680
** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
1 29.88 6.16 6.680
2 26. 72 11.64 4.430
AREA
(ACRE)
4.94
AREA
(ACRE)
6.97
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 29.88 Tc(MIN.) = 6.16
TOTAL AREA(ACRES) = 11.91
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE= 12
>>>>>CLEAR MEMORY BANK# 1 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 300.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================ DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 18.6
UPSTREAM NODE ELEVATION= 508.00
DOWNSTREAM NODE ELEVATION= 495.00
FLOWLENGTH(FEET) = 175.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 21.00 NUMBER OF PIPES= 1
PIPEFLOW THRU SUBAREA(CFS) 29.88
TRAVEL TIME(MIN.) = 0.16 TC(MIN.) 6.31
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO.NODE 300.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION (MIN. ) 6. 31
RAINFALL INTENSITY(INCH/HR) = 6.57
TOTAL STREAM AREA(ACRES) = 11.91
PEAK FLOW RATE(CFS) AT CONFLUENCE= 29.88
****************************************************************************
FLOW PROCESS FROM NODE 332.00 TO NODE 333.00 IS CODE= 21
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---------------------------------------------------------------------------->>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------=========================================================---*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
INITIAL SUBAREA FLOW-LENGTH= 139.00
UPSTREAM ELEVATION= 670.00
DOWNSTREAM ELEVATION= 607.00
ELEVATION DIFFERENCE= 63.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 3.87(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 9.015
SUBAREA RUNOFF(CFS) = 5.76
TOTAL AREA(ACRES) = 1.42 TOTAL RUNOFF(CFS) 5.76
****************************************************************************
FLOW PROCESS FROM NODE 333.00 TO NODE 301.00 IS CODE= 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ UPSTREAM NODE ELEVATION= 607.00
DOWNSTREAM NODE ELEVATION= 500.00
CHANNEL LENGTH THRU SUBAREA(FEET) 378.10
CHANNEL SLOPE= 0.2830
CHANNEL FLOW THRU SUBAREA(CFS) = 5.76
NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION
FLOW VELOCITY(FEET/SEC) = 6.90 (PER PLATE D-6.1)
TRAVEL TIME(MIN.) = 0.91 TC(MIN.) = 4.78
****************************************************************************
FLOW PROCESS FROM NODE 333.00 TO NODE 301.00 IS CODE= 8
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.863
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
SUBAREA AREA(ACRES) 2.80 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) 4.22 TOTAL RUNOFF(CFS) =
TC(MIN) = 4.78
9.91
15.67
****************************************************************************
FLOW PROCESS FROM NODE 301.00 TO NODE 300.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 14.l
UPSTREAM NODE ELEVATION= 500.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 92.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.11
495.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
15.67
TC(MIN.) = 4.89
1
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 I§ CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
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CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION (MIN.) 4. 89
RAINFALL INTENSITY(INCH/HR) = 7.75
TOTAL STREAM AREA(ACRES) = 4.22
PEAK FLOW RATE(CFS) AT CONFLUENCE= 15.67
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
1 29.88 6.31 6.573
2 15.67 4.89 7.750
AREA
(ACRE)
11.91
4.22
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE
STREAM RUNOFF
NUMBER (CFS)
1 41.01
2 43.17
TABLE**
Tc
(MIN.)
4.89
6.31
INTENSITY
( INCH/HOUR)
7.750
6.573
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 43.17 Tc(MIN.) =
TOTAL AREA(ACRES) = 16.13
6 .31
+--------------------------------------------------------------------------+ I END OF ANALYSIS OF SYSTEM #3 I
I I I I +--------------.-----------------------------------------------------------+ ============================================================================ END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 43.17 Tc(MIN.) = 6.31
TOTAL AREA(ACRES) = 16.13
============================================================================
END OF RATIONAL METHOD ANALYSIS
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****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-99 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/99 License ID 1239
Analysis prepared by:
Hunsaker & Associates San Diego, Inc.
10179 Huennekens Street
San Diego, California (619) 558-4500
Planning Engineering Surveying
************************** DESCRIPTION OF STUDY**************************
*LACOSTA RIDGE NEIGHBORHOODS 2.1 & 2.2 *
* 2 YEAR DEVELOPED CONDITIONS HYDROLOGIC ANALYSIS *
* MARCH 30, 2004 *
**************************************************************************
FILE NAME: H:\AES99\2352\91\TM02.DAT
TIME/DATE OF STUDY: 11:45 3/30/2004
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) 2.00
6-HOUR DURATION PRECIPITATION (INCHES) = 1.350
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED
*USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION
FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY
MANUAL (APPENDIX X-A) .*
NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 242.00
UPSTREAM ELEVATION=
DOWNSTREAM ELEVATION=
638.00
634.00
ELEVATION DIFFERENCE= 4.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 13.03(MINUTES)
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.918
SUBAREA RUNOFF(CFS) 0.83
TOTAL AREA(ACRES) = 0.79 TOTAL RUNOFF(CFS) 0.83
****************************************************************************
FLOW PROCESS FROM NODE 111.00 TO NODE 106.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRO SUBAREA<<<<<
UPSTREAM ELEVATION= 634.00
STREET LENGTH(FEET) = 604.00
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 598.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
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SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 1.71
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.23
HALFSTREET FLOODWIDTH(FEET) = 5.37
AVERAGE FLOW VELOCITY(FEET/SEC.) 4.21
PRODUCT OF DEPTH&VELOCITY = 0.98
STREETFLOW TRAVELTIME(MIN) = 2.39 TC(MIN) = 15.42
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.720
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA(ACRES) = 1.84 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 2.63 TOTAL RUNOFF(CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOODWIDTH(FEET)
FLOW VELOCITY(FEET/SEC.) = 4.32 DEPTH*VELOCITY =
6.91
1.74
2.57
1.14
****************************************************************************
FLOW PROCESS FROM NODE 106.00 TO NODE 105.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
=---------==================================================================
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.5
UPSTREAM NODE ELEVATION= 589.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 28.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.06
588.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
2.57
TC(MIN.) 15.48
1
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 15.48
RAINFALL INTENSITY(INCH/HR) = 1.72
TOTAL STREAM AREA(ACRES) = 2.63
PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.57
1
****************************************************************************
FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 166.60
UPSTREAM ELEVATION= 642.50
DOWNSTREAM ELEVATION= 636.50
ELEVATION DIFFERENCE= 6.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 8.34(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.558
SUBAREA RUNOFF(CFS) 0.60
TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS) -0.60
****************************************************************************
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FLOW PROCESS FROM NODE 113. 00 TO NODE 107.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION= 636.50
STREET LENGTH(FEET) = 903.16
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 593.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK
INTERIOR STREET CROSSFALL(DECIMAL)
OUTSIDE STREET CROSSFALL(DECIMAL)
0.020
0.020
16.50
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 2.06
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.25
HALFSTREET FLOODWIDTH(FEET) = 6.40
AVERAGE FLOW VELOCITY(FEET/SEC.) 3.90
PRODUCT OF DEPTH&VELOCITY = 0.99
STREETFLOW TRAVELTIME(MIN) = 3.86 TC(MIN) = 12.20
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.001
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA(ACRES) = 2.61 SUBAREA RUNOFF(CFS) 2.87
SUMMED AREA(ACRES) = 3.04 TOTAL RUNOFF(CFS) 3.48
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) 7.95
FLOW VELOCITY(FEET/SEC.) = 4.64 DEPTH*VELOCITY = 1.32
****************************************************************************
FLOW PROCESS FROM NODE 107.00 TO NODE 105.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 6.3
UPSTREAM NODE ELEVATION= 589.00
DOWNSTREAM NODE ELEVATION= 588.00
FLOWLENGTH(FEET) = 57.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 3.48
TRAVEL TIME(MIN.) = 0.15 TC(MIN.) 12.35
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 105. 00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 12.35
RAINFALL INTENSITY(INCH/HR) = 1.98
TOTAL STREAM AREA(ACRES) = 3.04
PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.48
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.57 15.48 1. 716
2 3.48 12.35 1. 985
RAINFALL INTENSITY AND TIME OF CONCENTRATION
CONFLUENCE FORMULA USED FOR 2 STREAMS.
AREA
(ACRE)
2.63
3.04
RATIO
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** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.70 12.35 1.985
2 5.58 15.48 1.716
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 5.70 Tc(MIN.) = 12.35
TOTAL AREA(ACRES) = 5.67
****************************************************************************
FLOW PROCESS FROM NODE 105.00 TO NODE 102.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
=====----===========-======================-=--=========--=-============-===
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 11.4
UPSTREAM NODE ELEVATION= 588.00
DOWNSTREAM NODE ELEVATION= 532.00
FLOWLENGTH(FEET) = 901.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) 5.70
TRAVEL TIME(MIN.) = 1.32 TC(MIN.) 13.67
1
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE= 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .9000
INITIAL SUBAREA FLOW-LENGTH= 192.60
UPSTREAM ELEVATION= 603.00
DOWNSTREAM ELEVATION= 588.00
ELEVATION DIFFERENCE= 15.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 2.52(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533
SUBAREA RUNOFF(CFS) 1.10
TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) 1.10
****************************************************************************
FLOW PROCESS FROM NODE 121. 00 TO NODE 103.00 IS CODE=
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION= 588.00
STREET LENGTH(FEET) = 719.00
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION=
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
6
542.00
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**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 2.57
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.25
HALFSTREET FLOODWIDTH(FEET) = 6.40
AVERAGE FLOW VELOCITY(FEET/SEC.) 4.87
PRODUCT OF DEPTH&VELOCITY = 1.24
STREETFLOW TRAVELTIME(MIN) = 2.46 TC(MIN) = 4.98
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.565
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .9500
SUBAREA AREA(ACRES) = 0.87 SUBAREA RUNOFF(CFS) 2.95
SUMMED AREA(ACRES) = 1.09 TOTAL RUNOFF(CFS) 4.04
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) 7.95
FLOW VELOCITY(FEET/SEC.) = 5.39 DEPTH*VELOCITY = 1.54
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 4.98
RAINFALL INTENSITY(INCH/HR) = 3.57
TOTAL STREAM AREA(ACRES) = 1.09
PEAK FLOW RATE(CFS) AT CONFLUENCE= 4.04
1
****************************************************************************
FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
INITIAL SUBAREA FLOW-LENGTH= 155.00
UPSTREAM ELEVATION= 631.00
DOWNSTREAM ELEVATION= 595.00
ELEVATION DIFFERENCE= 36.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 5.ll(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.509
SUBAREA RUNOFF(CFS) 0.77
TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) 0.77
****************************************************************************
FLOW PROCESS FROM NODE 123.00 TO NODE 104.00 IS CODE= 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM NODE ELEVATION= 595.00
DOWNSTREAM NODE ELEVATION= 540.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 336.00
CHANNEL SLOPE= 0.1637
CHANNEL BASE(FEET) = 3.00 "Z" FACTOR= 2.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 3.00
CHANNEL FLOW THRU SUBAREA(CFS) = 0.77
FLOW VELOCITY(FEET/SEC) = 5.14 FLOW DEPTH(FEET) 0.05
TRAVEL TIME(MIN.) = 1.09 TC(MIN.) = 6.20
****************************************************************************
FLOW PROCESS FROM NODE 123.00 TO NODE 104.00 IS CODE= 8
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>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.097
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
SUBAREA AREA(ACRES) 2.14 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) 2.63 TOTAL RUNOFF(CFS) =
TC(MIN) = 6.20
2.98
3.76
****************************************************************************
FLOW PROCESS FROM NODE 104.00 TO NODE 103.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 18.4
UPSTREAM NODE ELEVATION= 540.00
DOWNSTREAM NODE ELEVATION= 533.00
FLOWLENGTH(FEET) = 21.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) 3.76
TRAVEL TIME (MIN.) = 0. 02 TC (MIN.) 6. 22
1
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 6.22
RAINFALL INTENSITY(INCH/HR) = 3.09
TOTAL STREAM AREA(ACRES) = 2.63
PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.76
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
1 4.04 4.98 3.565
2 3.76 6.22 3.091
RAINFALL INTENSITY AND TIME OF CONCENTRATION
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 7 .30 4.98 3.565
2 7.26 6.22 3.091
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 7.30 Tc (MIN.) =
TOTAL AREA(ACRES) = 3. 72
AREA
(ACRE)
1. 09
2.63
RATIO
4.98
1
****************************************************************************
FLOW PROCESS FROM NODE 103.00 TO NODE 102.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
==-=========----=-=================================----------==-------------
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 22.3
UPSTREAM NODE ELEVATION= 533.00
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DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 3.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.00
532.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
7 .30
TC(MIN.) 4.98
1
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE= 11
>>>>>CONFLUENCE MEMORY BANK# 1 WITH THE MAIN-STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 7.30 4.98 3.564 3. 72
** MEMORY BANK# 1 CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.70 13.67 1. 859 5.67
** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 10.27 4.98 3.564
2 9.51 13.67 1.859
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 10.27 Tc (MIN.) = 4.98
TOTAL AREA (ACRES) = 9.39
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE= 12
>>>>>CLEAR MEMORY BANK# 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 101. 00 IS CODE = 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH} INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.7 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 10.6
UPSTREAM NODE ELEVATION= 532.00
DOWNSTREAM NODE ELEVATION= 531.00
FLOWLENGTH(FEET) = 30.00 "MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 10.27
TRAVEL TIME(MIN.) = 0.05 TC(MIN.) 5.03
****************************************************************************
FLOW PROCESS FROM NODE 101. 00 TO NODE 101. 00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 5.03
RAINFALL INTENSITY(INCH/HR) = 3.54
TOTAL STREAM AREA(ACRES) = 9.39
PEAK FLOW RATE(CFS) AT CONFLUENCE= 10.27
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****************************************************************************
FLOW PROCESS FROM NODE 124.00 TO NODE 125.00 rs CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .9200
INITIAL SUBAREA FLOW-LENGTH= 254.00
UPSTREAM ELEVATION=
DOWNSTREAM ELEVATION=
ELEVATION DIFFERENCE=
599.00
587.50
11.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 3.12(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.820
SUBAREA RUNOFF(CFS) 0.84
TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) 0.84
****************************************************************************
FLOW PROCESS FROM NODE 125.00 TO NODE 101. 00 IS CODE = 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
================================================-------------========-=-=---
UPSTREAM ELEVATION= 587.50
STREET LENGTH(FEET) = 335.90
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 542.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 2.05
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.22
HALFSTREET FLOODWIDTH(FEET) = 4.85
AVERAGE FLOW VELOCITY(FEET/SEC.) 5.80
PRODUCT OF DEPTH&VELOCITY = 1.29
STREETFLOW TRAVELTIME(MIN) = 0.97 TC(MIN) = 4.09
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.051
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .9500
SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) 2.39
SUMMED AREA(ACRES) = 0.81 TOTAL RUNOFF(CFS) 3.23
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.24 HALFSTREET FLOODWIDTH(FEET) 5.88
FLOW VELOCITY(FEET/SEC.) = 6.95 DEPTH*VELOCITY = 1.70
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 101. 00 rs CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
==--=======-=====================================-------------=-------------
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 4.09
RAINFALL INTENSITY(INCH/HR) = 4.05
TOTAL STREAM AREA(ACRES) = 0.81
PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.23
** CONFLUENCE DATA**
STREAM RUNOFF
NUMBER (CFS)
1 10.27
Tc
(MIN.)
5.03
INTENSITY
(INCH/HOUR)
3.543
. AREA
(ACRE)
9.39
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2 3.23 4.09 4.051 0.81
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 12.21 4.09 4.051
2 13.10 5.03 3.543
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 13.10 Tc(MIN.) = 5.03
TOTAL AREA(ACRES) = 10.20
****************************************************************************
FLOW PROCESS FROM NODE 101. 00 TO NODE 100.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 18.4
UPSTREAM NODE ELEVATION= 531.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 56.50
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.05
524.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
13.10
TC(MIN.) 5.08
1
+--------------------------------------------------------------------------+ I END OF ANALYSIS OF STORM DRAIN SYSYEM #1 -NORTHERLY SYSTEM I I BEGIN ANALYSIS OF STORM DRAIN SYSTEM #2 -WESTERLY SYSTEM I
I I +--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
INITIAL SUBAREA FLOW-LENGTH= 174.40
UPSTREAM ELEVATION= 729.50
DOWNSTREAM ELEVATION= 699.50
ELEVATION DIFFERENCE= 30.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 5.99(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.167
SUBAREA RUNOFF(CFS) 1.31
TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) 1.31
****************************************************************************
FLOW PROCESS FROM NODE 213.00 TO NODE 208.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
===============================-----=========--=-------------==---==--------
UPSTREAM ELEVATION= 699.50
STREET LENGTH(FEET) = 490.00
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 644.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020
16.50
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OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 5.12
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.29
HALFSTREET FLOODWIDTH(FEET) = 7.95
AVERAGE FLOW VELOCITY(FEET/SEC.) 6.83
PRODUCT OF DEPTH&VELOCITY = 1.95
STREETFLOW TRAVELTIME(MIN) = 1.20 TC(MIN) = 7.18
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.816
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA(ACRES) = 4.95 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 5.87 TOTAL RUNOFF(CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
7.67
8.98
DEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET)
FLOW VELOCITY(FEET/SEC.) = 8.02 DEPTH*VELOCITY =
10.01
2.62
****************************************************************************
FLOW PROCESS FROM NODE 208.00 TO NODE 204.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.5
UPSTREAM NODE ELEVATION= 634.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 148.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.26
63 0. 00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
8.98
TC(MIN.) 7.44
1
****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE= 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 2 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 214.00 TO NODE 215.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 289.00
UPSTREAM ELEVATION= 675.00
DOWNSTREAM ELEVATION= 670.50
ELEVATION DIFFERENCE= 4.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 14.52(MINUTES)
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.788
SUBAREA RUNOFF(CFS) 0.90
TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) 0.90
****************************************************************************
FLOW PROCESS FROM NODE 215.00 TO NODE 205.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION=
STREET LENGTH(FEET) =
670.50
860.70
DOWNSTREAM ELEVATION= 655.00
CURB HEIGHT(INCHES) = 6.
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STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL)
OUTSIDE STREET CROSSFALL(DECIMAL)
0.020
0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 1.26
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.25
HALFSTREET FLOODWIDTH(FEET) = 6.40
AVERAGE FLOW VELOCITY(FEET/SEC.) 2.38
PRODUCT OF DEPTH&VELOCITY = 0.61
STREETFLOW TRAVELTIME(MIN) = 6.02 TC(MIN) = 20.54
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.430
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA(ACRES) = 0.91 SUBAREA RUNOFF(CFS) 0.72
SUMMED AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) 1.61
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOODWIDTH(FEET) 6.91
FLOW VELOCITY(FEET/SEC.) = 2.70 DEPTH*VELOCITY = 0.71
****************************************************************************
FLOW PROCESS FROM NODE 205.00 TO NODE 207.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 8.5
UPSTREAM NODE ELEVATION= 645.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 13.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.03
644.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
1.61
TC(MIN.) 20.57
1
****************************************************************************
FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) 20.57
RAINFALL INTENSITY(INCH/HR) = 1.43
TOTAL STREAM AREA(ACRES) = 1.82
PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.61
1 ARE:
1
****************************************************************************
FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 189.70
UPSTREAM ELEVATION= 673.50
DOWNSTREAM ELEVATION= 670.20
ELEVATION DIFFERENCE= 3.30
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 11.34(MINUTES)
2 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.098
SUBAREA RUNOFF(CFS) = 0.77
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TOTAL AREA(ACRES) 0.67 TOTAL RUNOFF(CFS) 0.77
****************************************************************************
FLOW PROCESS FROM NODE 217.00 TO NODE 206.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
----------==========--======================================================
UPSTREAM ELEVATION= 670.20
STREET LENGTH(FEET) = 806.32
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 657.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 2.02
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.29
HALFSTREET FLOODWIDTH(FEET) = 7.95
AVERAGE FLOW VELOCITY(FEET/SEC.) 2.69
PRODUCT OF DEPTH&VELOCITY = 0.77
STREETFLOW TRAVELTIME(MIN) = 4.99 TC(MIN) = 16.33
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.658
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA(ACRES) = 2.71 SUBAREA RUNOFF(CFS) 2.47
SUMMED AREA(ACRES) = 3.38 TOTAL RUNOFF(CFS) 3.24
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) 10.01
FLOW VELOCITY(FEET/SEC.) = 2.90 DEPTH*VELOCITY = 0.95
****************************************************************************
FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 10.0
UPSTREAM NODE ELEVATION= 647.00
DOWNSTREAM NODE ELEVATION= 644.00
FLOWLENGTH(FEET) = 45.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 3.24
TRAVEL TIME(MIN.) = 0.08 TC(MIN.) 16.40
****************************************************************************
FLOW PROCESS FROM NODE 207.00 TO NODE 207. 00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 16.40
RAINFALL INTENSITY ( INCH/HR) = 1. 65
TOTAL STREAM AREA(ACRES) = 3.38
PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.24
** CONFLUENCE DATA**
STREAM
NUMBER
1
2
RUNOFF
(CFS)
1.61
3.24
Tc
(MIN.)
20.57
16 .40
INTENSITY
( INCH/HOUR)
1.429
1.653
AREA
(ACRE)
1.82
3.38
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RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CFS)
1 4.64
2 4.41
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
Tc INTENSITY
(MIN.) (INCH/HOUR)
• 16 .40 1.653
20.57 1.429
ESTIMATES ARE AS FOLLOWS:
4.64
5.20
Tc(MIN.) = 16.40
****************************************************************************
FLOW PROCESS FROM NODE 207.00 TO NODE 204.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.6
UPSTREAM NODE ELEVATION= 644.00
DOWNSTREAM NODE ELEVATION= 630.00
FLOWLENGTH(FEET) = 310.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES
PIPEFLOW THRU SUBAREA(CFS) 4.64
TRAVEL TIME(MIN.) = 0.54 TC(MIN.) 16.94
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****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE= 11
>>>>>CONFLUENCE MEMORY BANK# 2 WITH THE MAIN-STREAM MEMORY<<<<<
=---------=~=======--=-------------===--------------------------------------
** MAIN STREAM CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) ( INCH/HOUR) (ACRE)
1 4 .64 16.94 1.619 5.20
** MEMORY BANK# 2 CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) ( INCH/HOUR) (ACRE)
1 8.98 7.44 2.752 5.87
** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 11.71 7.44 2.752
2 9.92 16.94 1.619
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 11.71 Tc (MIN.) = 7.44
TOTAL AREA(ACRES) = 11.07
****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE= 12
>>>>>CLEAR MEMORY BANK# 2 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 202.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
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===-=-----==================================================================
DEPTH OF FLOW IN is.a INCH PIPE IS l4.l INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.9
UPSTREAM NODE ELEVATION= 630.00
DOWNSTREAM NODE ELEVATION= 627.00
FLOWLENGTH(FEET) = 200.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.42
MANNING'S N = 0.0l3
l8.00 NUMBER OF PIPES
ll.7l
TC(MIN.) 7.87
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****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM l ARE:
TIME OF CONCENTRATION(MIN.) 7.87
RAINFALL INTENSITY(INCH/HR) = 2.66
TOTAL STREAM AREA(ACRES) = ll.07
PEAK FLOW RATE(CFS) AT CONFLUENCE= ll.7l
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****************************************************************************
FLOW PROCESS FROM NODE 2l8.00 TO NODE 2l9.00 IS CODE= 2l
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
INITIAL SUBAREA FLOW-LENGTH=
UPSTREAM ELEVATION=
DOWNSTREAM ELEVATION=
ELEVATION DIFFERENCE=
704.50
687.00
l7.50
78.75
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 3.69(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.324
SUBAREA RUNOFF(CFS) 0.39
TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) 0.39
****************************************************************************
FLOW PROCESS FROM NODE 2l9.00 TO NODE 203.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION= 687.00
STREET LENGTH(FEET) = 453.40
STREET HALFWIDTH(FEET) = l8.00
DOWNSTREAM ELEVATION= 637.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK l6.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF l
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 3.52
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.26
HALFSTREET FLOODWIDTH(FEET) = 6.9l
AVERAGE FLOW VELOCITY(FEET/SEC.) 5.90
PRODUCT OF DEPTH&VELOCITY = l.56
STREETFLOW TRAVELTIME(MIN) = l.28 TC(MIN) = 4.97
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.569
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
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SUBAREA AREA(ACRES) =
SUMMED AREA(ACRES) =
3.19
3.39
SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET)
FLOW VELOCITY(FEET/SEC.) = 7.20 DEPTH*VELOCITY =
8.98
6.26
6.65
2.20
****************************************************************************
FLOW PROCESS FROM NODE 203.00 TO NODE 202.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.6
UPSTREAM NODE ELEVATION= 628.00
627.00 DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 29.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.05
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
6.65
TC(MIN.) 5.02
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****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 5.02
RAINFALL INTENSITY(INCH/HR) = 3.55
TOTAL STREAM AREA(ACRES) = 3.39
PEAK FLOW RATE(CFS) AT CONFLUENCE= 6.65
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 11. 71 7.87 2.656
2 6.65 5.02 3.546
AREA
(ACRE)
11.07
3.39
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 15.42 5.02 3.546
2 16.69 7.87 2.656
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 16.69 Tc(MIN.) = 7.87
TOTAL AREA(ACRES) = 14.46
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****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 201.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.6
UPSTREAM NODE ELEVATION= 627.00
DOWNSTREAM NODE ELEVATION= 623.00
FLOWLENGTH(FEET) = 211.75
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.37
MANNING'S N = 0.013 '
21.00 NUMBER OF PIPES
16.69
TC(MIN.) 8.23
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************************~***************************************************
FLOW PROCESS FROM NODE 201. 00 TO NODE 201.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 8.23
RAINFALL INTENSITY(INCH/HR) = 2.58
TOTAL STREAM AREA(ACRES) = 14.46
PEAK FLOW RATE(CFS) AT CONFLUENCE= 16.69
1
****************************************************************************
FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 247.50
UPSTREAM ELEVATION= 652.70
DOWNSTREAM ELEVATION= 645.80
ELEVATION DIFFERENCE= 6.90
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 11.07(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.131
SUBAREA RUNOFF(CFS) 0.83
TOTAL AREA(ACRES) = 0.71 TOTAL RUNOFF(CFS) 0.83
****************************************************************************
FLOW PROCESS FROM NODE 211. 00 TO NODE 201.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION= 645.80 DOWNSTREAM ELEVATION= 632.00
STREET LENGTH(FEET) = 572.50
STREET HALFWIDTH(FEET) = 18.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 1.97
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.27
HALFSTREET FLOODWIDTH(FEET) = 7.43
AVERAGE FLOW VELOCITY(FEET/SEC.) 2.95
PRODUCT OF DEPTH&VELOCITY = 0.81
STREETFLOW TRAVELTIME(MIN) = 3.24 TC(MIN) = 14.31
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.805
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) 2.25
SUMMED AREA(ACRES) = 2.98 TOTAL RUNOFF(CFS) 3.09
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) 8.98
FLOW VELOCITY(FEET/SEC.) = 3.34 DEPTH*VELOCITY 1.02
****************************************************************************
FLOW PROCESS FROM NODE 201. 00 TO NODE 201. 00 IS CODE = 1
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>>>>>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.) 14.31
RAINFALL INTENSITY(INCH/HR) = 1.81
TOTAL STREAM AREA(ACRES) = 2.98
PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.09
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 16.69 8.23 2.578
2 3.09 14.31 1.805
AREA
(ACRE)
14.46
2.98
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 18.85 8.23 2.578
2 14. 77 14.31 1.805
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 18.85 Tc(MIN.) = 8.23
TOTAL AREA(ACRES) = 17.44
****************************************************************************
FLOW PROCESS FROM NODE 201. 00 TO NODE 200.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 18.9
UPSTREAM NODE ELEVATION= 623.00
DOWNSTREAM NODE ELEVATION= 605.00
FLOWLENGTH(FEET) = 174.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 18.85
TRAVEL TIME (MIN.) = 0.15 TC(MIN.) 8.39
+--------------------------------------------------------------------------+ I END OF ANALYSIS OF SYSTEM #2 -WESTERLY SYSTEM I I BEGIN ANALYSIS OF SYSTEM #3 -EASTERLY SYSTEM I
I I +--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 320.00 TO NODE 321.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 154.40
UPSTREAM ELEVATION= 642.50
DOWNSTREAM ELEVATION= 637.50
ELEVATION DIFFERENCE= 5.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 8.32(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.562
SUBAREA RUNOFF(CFS) 0.75
TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) 0.75
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FLOW PROCESS FROM NODE 321.00 TO NODE 312.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION= 637.50
STREET LENGTH(FEET) = 296.50
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 624.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 1.09
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.21
HALFSTREET FLOODWIDTH(FEET) = 4.34
AVERAGE FLOW VELOCITY(FEET/SEC.) 3.55
PRODUCT OF DEPTH&VELOCITY = 0.76
STREETFLOW TRAVELTIME(MIN) = 1.39 TC(MIN) = 9.71
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.318
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 1.06 TOTAL RUNOFF(CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.23 HALFSTREET FLOODWIDTH(FEET)
FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY =
5.37
0.68
1.42
0.82
****************************************************************************
FLOW PROCESS FROM NODE 312.00 TO NODE 310.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 13.2
UPSTREAM NODE ELEVATION= 614.00
553.00 DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 204.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.26
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
1.42
TC(MIN.) 9.97
1
****************************************************************************
FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR·INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 9.97
RAINFALL INTENSITY(INCH/HR) = 2.28
TOTAL STREAM AREA(ACRES) = 1.06
PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.42
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****************************************************************************
FLOW PROCESS FROM NODE 322.00 TO NODE 323.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
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RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
INITIAL SUBAREA FLOW-LENGTH= 148.80
UPSTREAM ELEVATION= 665.00
DOWNSTREAM ELEVATION= 617.00
ELEVATION DIFFERENCE= 48.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 4.48(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.816
SUBAREA RUNOFF(CFS) 1.49
TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) 1.49
****************************************************************************
FLOW PROCESS FROM NODE 323.00 TO NODE 311.00 IS CODE= 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM NODE ELEVATION= 617.00
DOWNSTREAM NODE ELEVATION= 565.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 297.80
CHANNEL SLOPE= 0.1746
CHANNEL BASE(FEET) = 2.00 "Z" FACTOR= 2.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.50
CHANNEL FLOW THRU SUBAREA(CFS) = 1.49
FLOW VELOCITY(FEET/SEC) = 7.74 FLOW DEPTH(FEET) 0.09
TRAVEL TIME(MIN.) = 0.64 TC(MIN.) = 5.13
****************************************************************************
FLOW PROCESS FROM NODE 323.00 TO NODE 311. 00 IS CODE =
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.500
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
SUBAREA AREA(ACRES) 1.46 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) 2.33 TOTAL RUNOFF(CFS) =
TC(MIN) = 5.13
2 .30
3.79
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****************************************************************************
FLOW PROCESS FROM NODE 311. 00 TO NODE 310.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 18.5
UPSTREAM NODE ELEVATION= 565.00
DOWNSTREAM NODE ELEVATION= 553.00
FLOWLENGTH(FEET) = 35.30 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 3.79
TRAVEL TIME(MIN.) = 0.03 TC(MIN.) 5.16
****************************************************************************
FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.16
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RAINFALL INTENSITY(INCH/HR) = 3.49
TOTAL STREAM AREA(ACRES) = 2.33
PEAK FLOW RATE(CFS) AT CONFLUENCE=
** CONFLUENCE DATA**
STREAM RUNOFF
NUMBER (CFS)
1
2
1.42
3.79
Tc
(MIN.)
9.97
5.16
INTENSITY
( INCH/HOUR)
2.280
3.487
3.79
AREA
(ACRE)
1.06
2.33
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 4. 72 5.16 3.487
2 3.90 9.97 2.280
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 4.72 Tc(MIN.) = 5.16
TOTAL AREA(ACRES) = 3.39
****************************************************************************
FLOW PROCESS FROM NODE 310. 00 TO NODE 308.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 7.6
UPSTREAM NODE ELEVATION= 553.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 343.58
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.75
545.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
4.72
TC(MIN.) 5.91
1
****************************************************************************
FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 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.) 5.91
RAINFALL INTENSITY(INCH/HR) = ·3.19
TOTAL STREAM AREA(ACRES) = 3.39
PEAK FLOW RATE(CFS) AT CONFLUENCE= 4.72
****************************************************************************
FLOW PROCESS FROM NODE 324.00 TO NODE 325.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 271.90
UPSTREAM ELEVATION= 617.00
DOWNSTREAM ELEVATION= 570.00
ELEVATION DIFFERENCE= 47.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 6.31(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
2 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.060
SUBAREA RUNOFF(CFS) = 1.53
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TOTAL AREA(ACRES) 0.91 TOTAL RUNOFF(CFS) 1.53
****************************************************************************
FLOW PROCESS FROM NODE 325.00 TO NODE 309.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION= 570.00
STREET LENGTH(FEET) = 223.50
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 555.50
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK
INTERIOR STREET CROSSFALL(DECIMAL)
OUTSIDE STREET CROSSFALL(DECIMAL)
0.020
0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF
16.50
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**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 1.69
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.23
HALFSTREET FLOODWIDTH(FEET) = 5.37
AVERAGE FLOW VELOCITY(FEET/SEC.) 4.17
PRODUCT OF DEPTH&VELOCITY = 0.97
STREETFLOW TRAVELTIME(MIN) = 0.89 TC(MIN) = 7.21
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.810
*USER SPECIFIED{SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA{ACRES) = 0.21 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 1.12 TOTAL RUNOFF(CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH{FEET) = 0.23 HALFSTREET FLOODWIDTH{FEET)
FLOW VELOCITY(FEET/SEC.) = 4.57 DEPTH*VELOCITY =
0.32
1.86
5.37
1.07
****************************************************************************
FLOW PROCESS FROM NODE 309.00 TO NODE 308.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES
PIPEFLOW VELOCITY{FEET/SEC.) = 6.3
UPSTREAM NODE ELEVATION= 546.00
545.00 DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 35.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.09
MANNING'S N = 0.013
18.00
1.86
TC(MIN.)
NUMBER OF PIPES
7.30
1
****************************************************************************
FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 7.30
RAINFALL INTENSITY(INCH/HR) = 2.79
TOTAL STREAM AREA(ACRES) = 1.12
PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.86
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
l 4. 72 5.91 3.193
2 l. 86 7.30 2.786
AREA'
(ACRE)
3.39
1.12
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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 6.34 5.91 3.193
2 5.98 7 .30 2.786
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 6.34 Tc(MIN.) = 5.91
TOTAL AREA(ACRES) = 4.51
****************************************************************************
FLOW PROCESS FROM NODE 308.00 TO NODE 306.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 12.9
UPSTREAM NODE ELEVATION= 545.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 333.80
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.43
518.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
6 .34
TC(MIN.) 6.34
1
****************************************************************************
FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 6.34
RAINFALL INTENSITY(INCH/HR) = 3.05
TOTAL STREAM AREA(ACRES) = 4.51
PEAK FLOW RATE(CFS) AT CONFLUENCE= 6.34
1
****************************************************************************
FLOW PROCESS FROM NODE 326.00 TO NODE 327.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
INITIAL SUBAREA FLOW-LENGTH= 149.60
UPSTREAM ELEVATION= 665.00
DOWNSTREAM ELEVATION= 617.00
ELEVATION DIFFERENCE= 48.00
URBAN SUBAREA 9VERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 4.50(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.805
SUBAREA RUNOFF(CFS) 1.66
TOTAL AREA(ACRES) = 0.97 TOTAL RUNOFF(CFS) 1.66
****************************************************************************
FLOW PROCESS FROM NODE 327.00 TO NODE
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
307.00 IS CODE= 51
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UPSTREAM NODE ELEVATION= 617.00
DOWNSTREAM NODE ELEVATION= 530.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 415.20
CHANNEL SLOPE= 0.2095
CHANNEL BASE(FEET) = 2.00 "Z" FACTOR= 2.000
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.50
CHANNEL FLOW THRU SUBAREA(CFS) = 1.66
FLOW VELOCITY(FEET/SEC) = 8.60 FLOW DEPTH(FEET) 0.09
TRAVEL TIME(MIN.) = 0.80 TC(MIN.) = 5.31
*******~********************************************************************
FLOW PROCESS FROM NODE 327.00 TO NODE 307.00 IS CODE=
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.422
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
SUBAREA AREA(ACRES) 1.49 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) 2.46 TOTAL RUNOFF(CFS) =
TC(MIN) = 5.31
2.29
3.96
8
****************************************************************************
FLOW PROCESS FROM NODE 307.00 TO NODE 306.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 10.2
UPSTREAM NODE ELEVATION= 530.00
518.00 DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 200.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.33
MANNING'S N = 0.013
18.00
3.96
TC(MIN.)
NUMBER OF PIPES
5.64
1
****************************************************************************
FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 5.64
RAINFALL INTENSITY(INCH/HR) = 3.29
TOTAL STREAM AREA(ACRES) = 2.46
PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.96
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6 .34 6.34 3.051 4.51
2 3.96 5.64 3.292 2 .46
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 9.83 5.64 3.292
2 10.01 6.34 3.051
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
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PEAK FLOW RATE(CFS) =
TOTAL AREA(ACRES) =
10.01
6.97
Tc (MIN.) 6.34
****************************************************************************
FLOW PROCESS FROM NODE 306.00 TO NODE 302.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 13.0
UPSTREAM NODE ELEVATION= 518.00
DOWNSTREAM NODE ELEVATION= 508.00
FLOWLENGTH(FEET) = 170.60 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 10.01
TRAVEL TIME(MIN.) = 0.22 TC(MIN.) 6.56
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE= 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 327.00 TO NODE 303.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
INITIAL SUBAREA FLOW-LENGTH=
UPSTREAM ELEVATION=
DOWNSTREAM ELEVATION=
668.00
522.00
ELEVATION DIFFERENCE= 146.00
486.20
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 8.30(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.565
SUBAREA RUNOFF(CFS) 0.47
TOTAL AREA(ACRES) = 0.41 TOTAL RUNOFF(CFS) 0.47
****************************************************************************
FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
==========-=======================================-=---------===----------==
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 5.1
UPSTREAM NODE ELEVATION= 512.00
DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 20.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.07
511. 00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
0.47
TC(MIN.) 8.37
1
****************************************************************************
FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
=-==============================----========-=------------------------------
TOTAL NUMBER OF STREAMS= 2
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CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 8.37
RAINFALL INTENSITY(INCH/HR) = 2.55
TOTAL STREAM AREA(ACRES) = 0.41
PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.47
****************************************************************************
FLOW PROCESS FROM NODE 328.00 TO NODE 329.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
INITIAL SUBAREA FLOW-LENGTH= 244.80
UPSTREAM ELEVATION=
DOWNSTREAM ELEVATION=
ELEVATION DIFFERENCE=
564.00
535.00
29.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 6.80(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.918
SUBAREA RUNOFF(CFS) 1.00
TOTAL AREA(ACRES) = 0.62 TOTAL RUNOFF(CFS) 1.00
****************************************************************************
FLOW PROCESS FROM NODE 329.00 TO NODE 304.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION= 535.00 DOWNSTREAM ELEVATION= 518.00
STREET LENGTH(FEET) = 262.50
STREET HALFWIDTH(FEET) = 18.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS)
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.22
HALFSTREET FLOODWIDTH(FEET) = 4.85
AVERAGE FLOW VELOCITY(FEET/SEC.) 4.49
PRODUCT OF DEPTH&VELOCITY = 1.00
STREETFLOW TRAVELTIME(MIN) = 0.98 TC(MIN) = 7.77
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.677
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
1.59
SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) 1.19
SUMMED AREA(ACRES) = 1.43 TOTAL RUNOFF(CFS) 2.19
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.24 HALFSTREET FLOODWIDTH(FEET) 5.88
FLOW VELOCITY(FEET/SEC.) = 4.71 DEPTH*VELOCITY = 1.15
****************************************************************************
FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
1
======================================================-------========-------
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 7.77
RAINFALL INTENSITY(INCH/HR) 2.68
TOTAL STREAM AREA(ACRES) = 1.43
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PEAK FLOW RATE(CFS) AT CONFLUENCE 2.19
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.47 8.37 2.552 0.41
2 2.19 7.77 2.677 1.43
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 2.64 7.77 2.677
2 2.56 8.37 2.552
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 2.64 Tc(MIN.) = 7.77
TOTAL AREA(ACRES) = 1.84
****************************************************************************
FLOW PROCESS FROM NODE 304.00 TO NODE 302.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 10.1
UPSTREAM NODE ELEVATION= 511.00
DOWNSTREAM NODE ELEVATION= 508.00
FLOWLENGTH(FEET) = 37.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 2.64
TRAVEL TIME (MIN.) = 0. 06 TC (MIN.) 7. 83
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) 7.83
RAINFALL INTENSITY(INCH/HR) = 2.66
TOTAL STREAM AREA(ACRES) = 1.84
PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.64
1 ARE:
1
****************************************************************************
FLOW PROCESS FROM NODE 330.00 TO NODE 3321.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COE:FFICIENT = .5500
INITIAL SUBAREA FLOW-LENGTH= 305.50
UPSTREAM ELEVATION=
DOWNSTREAM ELEVATION=
ELEVATION DIFFERENCE=
594.00
571.50
22.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= B.89(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.453
SUBAREA RUNOFF(CFS) 1.20
TOTAL AREA(ACRES) = 0.89 TOTAL RUNOFF(CFS) 1.20
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****************************************************************************
FLOW PROCESS FROM NODE 331.00 TO NODE 305.00 IS CODE= 6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION= 571.50
STREET LENGTH(FEET) = 857.63
STREET HALFWIDTH(FEET) = 18.00
DOWNSTREAM ELEVATION= 517.00
CURB HEIGHT(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 16.50
INTERIOR STREET CROSSFALL(DECIMAL) 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 2.43
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = 0.25
HALFSTREET FLOODWIDTH(FEET) = 6.40
AVERAGE FLOW VELOCITY(FEET/SEC.) 4.60
PRODUCT OF DEPTH&VELOCITY = 1.17
STREETFLOW TRAVELTIME(MIN) = 3.11 TC(MIN) = 12.00
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.022
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500
SUBAREA AREA(ACRES) = 2.21 SUBAREA RUNOFF(CFS) 2.46
SUMMED AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) 3.66
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) 7.95
FLOW VELOCITY(FEET/SEC.) = 4.88 DEPTH*VELOCITY = 1.39
****************************************************************************
FLOW PROCESS FROM NODE 305.00 TO NODE 302.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 18.2
UPSTREAM NODE ELEVATION= 509.00
508.00 DOWNSTREAM NODE ELEVATION=
FLOWLENGTH(FEET) = 3.00
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.00
MANNING'S N = 0.013
18.00 NUMBER OF PIPES
3.66
TC(MIN.) 12.01
1
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENC~D STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 12.01
RAINFALL INTENSITY(INCH/HR) = 2.02
TOTAL STREAM AREA(ACRES) = 3.10
PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.66
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.64 7.83 2.663
2 3.66 12.01 2.022
AREA
(ACRE)
1.84
3.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
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CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.42 7.83 2 .663
2 5.66 12 .01 2.022
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 5.66 Tc (MIN.) = 12.01
TOTAL AREA(ACRES) = 4.94
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE= 11
>>>>>CONFLUENCE MEMORY BANK# 1 WITH THE MAIN-STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.66 12 .01 2.022 4.94
** MEMORY BANK# 1 CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 10.01 6.56 2.985 6.97
** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 13. 84 6.56 2.985
2 12.44 12. 01 2.022
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 13.84 Tc(MIN.) = 6.56
TOTAL AREA(ACRES) = 11.91
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE= 12
>>>>>CLEAR MEMORY BANK# 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 302.00 TO NODE 300.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 15.4
UPSTREAM NODE ELEVATION= 508.00
DOWNSTREAM NODE ELEVATION= 495.00
FLOWLENGTH(FEET) = 175.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER
PIPEFLOW THRU SUBAREA(CFS) 13.84
TRAVEL TIME(MIN.) = 0.19 TC(MIN.) 6.75
OF PIPES 1
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
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TIME OF CONCENTRATION(MIN.) 6.75
RAINFALL INTENSITY(INCH/HR) 2.93
TOTAL STREAM AREA(ACRES) = 11.91
PEAK FLOW RATE(CFS) AT CONFLUENCE= 13.84
****************************************************************************
FLOW PROCESS FROM NODE 332.00 TO NODE 333.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
INITIAL SUBAREA FLOW-LENGTH= 139.00
UPSTREAM ELEVATION= 670.00
DOWNSTREAM ELEVATION= 607.00
ELEVATION DIFFERENCE= 63.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES)
WITH 0-MINUTES ADDED= 3.87(MINUTES)
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*WARNING: SUBAREA Tc IS LESS THAN 6-MINUTES
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.196
SUBAREA RUNOFF(CFS) -2.68
TOTAL AREA(ACRES) = 1.42 TOTAL RUNOFF(CFS) 2.68
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FLOW PROCESS FROM NODE 333.00 TO NODE 301.00 IS CODE= 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM NODE ELEVATION= 607.00
DOWNSTREAM NODE ELEVATION= 500.00
CHANNEL LENGTH THRU SUBAREA(FEET)
CHANNEL SLOPE= 0.2830
CHANNEL FLOW THRU SUBAREA(CFS) =
NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED
FLOW VELOCITY(FEET/SEC) = 5.79 (PER
TRAVEL TIME(MIN.) = 1.09 TC(MIN.)
378.10
2.68
IN VELOCITY ESTIMATION
PLATE D-6 .1)
4.96
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FLOW PROCESS FROM NODE 333.00 TO NODE 301. 00 IS CODE =
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.577
*USER SPECIFIED(SUBAREA):
RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500
SUBAREA AREA(ACRES) 2.80 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) 4.22 TOTAL RUNOFF(CFS) =
TC(MIN) = 4.96
4.51
7.19
8
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FLOW PROCESS FROM NODE 301.00 TO NODE 300.00 IS CODE= 3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 11.6
UPSTREAM NODE ELEVATION= 500.00
DOWNSTREAM NODE ELEVATION= 495.00
FLOWLENGTH(FEET) = 92.00 MANNING'S N = 0.013 '
ESTIMATED PIPE DIAMETER(INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = 0.13
18.00 NUMBER OF PIPES
7.19
TC(MIN.) 5.09
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FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE=
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 5.09
RAINFALL INTENSITY(INCH/HR) = 3.52
TOTAL STREAM AREA(ACRES) = 4.22
PEAK FLOW RATE(CFS) AT CONFLUENCE= 7.19
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 13.84 6.75 2.931
2 7.19 5.09 3.516
AREA
(ACRE)
11.91
4.22
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 18.73 5.09 3.516
2 19.84 6.75 2.931
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 19.84 Tc(MIN.) = 6.75
TOTAL AREA(ACRES) = 16.13
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+--------------------------------------------------------------------------+ END OF ANALYSIS OF SYSTEM #3 I
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END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) =
TOTAL AREA(ACRES) =
19.84
16.13
END OF RATIONAL METHOD ANALYSIS
Tc (MIN.) = 6.75