360671 111111111111 III IIII 28
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PRELIMINARY_ _] _
DRAINAGE STUDY
MADISON SQUARE_
City of La Quinta, California
November 7, 2008
Prepared for.
Sobel Development Company, Inc.
420 South Beverly Drive, Suite 200
Beverly Hills, CA 90212
ph. 310- 277 -4697
fax
Revision History
Report Prepared By:
40810 County Center Drive, Suite 100
Temecula, California 92591 -4679
951.676.8042 telephone
951.676.7240 fax
Engineer of World Contact Person:
David Wilson, P.E.
Lynn Johnson
RBF JN 20- 100893
TABLE OF CONTENTS
SECTION 1 — INTRODUCTION
1.1
Background ........................................................................... ..............................1
1.2
Objective ............................................................................... ..............................1
SECTION 2
— HYDROLOGY .
2.1
Approach and Methodology ................................................... ..............................1
2.2
Rainfall Intensity .................................................................... ..............................1
2.3
Hydrologic Soil Types ............................................................ ..............................3
2.4
Development Type .................................................................. ..............................3
2.5
Drainage Area and Flow Patterns .......................................... ..............................3
2.6
Time of Concentration ............................................................ ..............................3
2.7
Offsite Drainage ..................................................................... ..............................3
2.8
Nuisance Flows ..................................................................... ..............................3
2.9
Hydrology Results .................................................................. ..............................6
2.91
First Flush Volume ................................................................. ..............................6
SECTION 3 — HYDRAULICS
3.1 Catch Basin Sizing ......
SECTION 4 — CONCLUSION
SECTION 5 — REFERENCES
.......................................... ..............................6
.................................... ..............................7
................................... ............................... 7
LIST OF FIGURES
Figure1 Vicinity Map ............................................................................ ..............................2
Figure2 Soil Map ................................................................................ ..............................4
Figure 3 Offsite Area Map .................................................................... ..............................5
Figure 4 Developed Conditions Hydrology Map ............... ............................... (map pocket)
LIST OF TABLES
Table1.0 Catch Basin Sizes .................................................................. ..............................6
LIST OF APPENDICES
Appendix A RCFCD & WCD Standard Intensity- Duration Curves Data
Appendix B 10 -Year and 100 -Year Hydrology Rational Method Calculations
Appendix C Catch Basin Sizing Calculations ,(FlowMaster Output)
Appendix D Unit Hydrograph Calculations -
SECTION 1 INTRODUCTION
1.1 BACKGROUND
The project is a commercial development consisting of developing approximately 8.5
acres of vacant land. The site is located in the City of La Quinta at the northeast corner
of Highway 111 and Dunes Palms Road (see Figure 1). The property is a retangular
shaped parcel and the existing land cover consists of desert brush. The overall site
topography is gently to moderately sloping towards the Whitewater River. Stormwater
runoff from the project site presently drains in a north to northeasterly direction and
discharges directly into the Whitewater River. There are no onsite improvements.
1.2 OBJECTIVE
' The purpose of this preliminary study is to provide the hydraulic and hydrologic
calculations to support the improvement plans.
The study specifically accomplishes the following:
• Calculate the post - development 10 -year and 100 -year discharges
' according to the latest grading plans.
• Locate catch basins at all low points, and where the street capacity
exceeds the top of curb for the 10 -year storm and right -of -way elevations
for the 100 -year storm.
• Provide catch basin sizing calculations
Calculate the First Flush Volume
SECTION 2 HYDROLOGY
2.1 APPROACH AND METHODOLOGY
The hydrologic analysis described in this report was performed in accordance with the
criteria and procedures outlined in the Riverside County Flood Control and Water
' Conservation District Hydrology Manual dated April 1978, referred to hereafter as
"Hydrology Manual ".
Hydrologic calculations were performed to determine the surface water runoff
I associated with the 10 -year and 100 -year storms from the project watershed. The
rational method analysis was used to determine these discharges.
2.2 RAINFALL INTENSITY
The 10- minute / 60- minute intensity values (inches /hour) for the 10 -year and 100 -year
storm events, were obtained from Plate D -4.1 (2 of 6) for Cathedral City, are 2.77/0.98
and 4.52/1.60, respectively. A copy of Plate D -4.1 (2 of 6) is included in Appendix A.
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SOBEL DEVELOPMENT
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COMPANY INC.
0 DESMN CWSMWMN FIGURE I
Madison Square
RBF"mwmQ1'D��nPjmKm1w Vicinity Map
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CONSULTING
' 2.3 HYDROLOGIC SOIL TYPE
' Hydrologic soil types were taken from the National Resources Conservation Service
(NRCS) Soil Survey for Riverside County, Coachella Valley Area, California. Figure 2
shows a portion of the survey with the project boundary overlaid. As shown on Figure 2,
the site is located in a mixture of soil types "A" and "B ". For conservative purposes, soil
Type "B" was used in the hydrologic analysis. A more detail break down of the soil types
will be performed during the final engineering drainage study.
2.4 DEVELOPMENT TYPE
The proposed development is based on commercial land use. The Hydrology Manual
recommended value of 90 percent impervious was used.
2.5 DRAINAGE AREA AND FLOW PATTERNS
The drainage area and flow patterns for the proposed development were determined
using the Preliminary Grading Plans. See Figure 4.
2.6 TIME OF CONCENTRATION
The Advanced Engineering Software (AES), Rational Method Hydrology computer
program was used to generate the rational method peak discharges. The program
calculates the time of concentration in accordance with the Hydrology Manual Plate D -3.
2.7 OFFSITE DRAINAGE
The project site is located adjacent to the Whitewater River and drains directly to it. All
' offsite flows tributary to the project boundary shall be taken onsite and conveyed through
the project storm drain facility. Offsite flows are generated from the west (Dunes Palms
Road) and from the south (Highway 111), see Figure 4. The future bridge over the
Whitewater River will create a sag condition on Dunes Palms Road near the northwest
' corner of the project site. A catch basin at Node 101 is proposed at this location to drain
the ponding area caused by the sag. Flows generated on Highway 111 will be collected
by a catch basin (Node 112) located at the project site southeast corner.
2.8 NUISANCE FLOWS
Nuisance flows shall not enter the CVWD storm water channel. It shall be the property
owner responsibility and will be either treated by a Continuous Deflective Separator
(CDS) water quality treatment device or disposed of onsite in dry wells, or an equivalent
' system as approved by the City of La Quinta.
CDS units are specially designed concrete sumps that trap pollutants in underground
vaults for later removal. The units are tied into the existing storm drain system. A weir
1.
diverts low and moderate flows through the unit, which separates out sediment, trash
and some oil and grease. The filtered storm water is then discharged back into the storm
drain system via gravity flow. The CDS unit is designed to divert and filter the first flush
of storms, which typically contain the highest concentration of contaminants. The units
are periodically cleaned out to remove the trapped pollutants.
2.9 HYDROLOGY RESULTS
A hydrologic analysis was prepared for the project watershed reflecting the proposed
Preliminary Grading Plan improvements. The resulting 10 -year and 100 -year flows
discharging from the site into the Whitewater River are 23.8 cfs and 38.9cfs,
respectively. The supporting rational method calculations are included in Appendix B.
2.91 FIRST FLUSH VOLUME
The first flush volume was calculated as 20% of the 100 -year hydrograph volume. The
Unit Hydrograph Method was used to determine the runoff volumes. Durations of 3 -hour,
6 -hour, and 24 -hour were evaluated and the duration that produced the largest volume
will be used in the design.
The calculations were based on an area average RI of 79.6 (using graded land cover
type, 80% soil A and 20% soil B), drainage area of 8.5 acres. The City of La Quinta
Rainfall Zone 4 data were used in the calculations.
The 3 -hour duration storm produced the largest volume of 1.38 acre -feet. 20 percent of
this volume, 0.28 ac -ft will be used for the first flush volume. The hydrograph
calculations are included in Appendix D.
SECTION 3 HYDRAULICS
The proposed underground storm drains will contain the 100 -year flows and its hydraulic
grade lines will be at a minimum, one -foot below the gutter flow line. Based on the
Preliminary Grading Plans, there will be only one outfall draining to the Whitewater
River. See Figure 4.
3.1 CATCH BASIN SIZING
Catch basins were sized in accordance with the Federal Highway Administrations
(FHWA) HEC -22 "Urban Drainage Design Manual' per the City of La Quinta Engineering
Bulletin #06 -16. "FLOWMASTER" computer program by Bentley Systems Inc. was used
to perform these calculations. The design discharges tributary to each proposed catch
basin was obtained from the results of the rational method hydrology calculations.
The grate inlets have been designed to intercept the 100 -year flows with the maximum
ponding depth limited to one foot or less. A 50- percent clogging factor was used to
determine the grate size. The P- 50x100 (P- 1- 7/8 " -4 ") style grate are considered bicycle
and pedestrian safe. Table 1.0 summarizes the results of the catch basin sizing. The
supporting catch basin sizing calculations are included in Appendix C.
ml
3
Table 1.0 Catch Basin Sizes
Node
Inlet
Type
Grate
Type(')
Street
Slope
100 -Year
Discharge
(cfs)
100 -Year
Discharge
Intercepted
Size —
length x width
21
curb
-
sump
8.08
100%
4.0'
31 J.
grate
P- 50x100
sump
7.46
100%
2'x 2'
42 /;
g rate
P- 50x100
sump
7.50
100%
2'x 2'
51 f
curb
-
.0050
1.65
100%
7.0'
61 ,:°
rate
P- 50x100
sump
6.79
100%
2'x 2'
71
qrate
P- 50x100
sump
5.46
100%
2'x 2'
81
curb
-
sump
1.93
100%
4.0'
101 i.
curb
-
sump
4.24
100%
4.0'
111
curb
-
0.0197
2.19.
87%
7.0'
112
curb
t -
0.0053
5.77
85%
10.0'
I"I HEC -22 style grate, bicycle and pedestrian safe
' SECTION 4 CONCLUSION
Methodology used in this study is in compliance with the Riverside County Flood Control
' and Water Conservation District criteria.
Catch basins were sized to pick up the 100 -year discharge with maximum ponding depth
' limited to one foot or less. In addition, the 10 -year discharge shall not exceed the top of
curb elevations and the 100 -Year shall not exceed the right -of -way elevations.
There are no anticipated negative downstream or upstream impacts.
' Final drainage study will need to include the storm drain hydraulics.
' SECTION 5 REFERENCES
1. Riverside County Flood Control and Water Conservation District Hydrology
' Manual, 1978
2. City of La Quinta Engineering Bulletin #06 -16
3. Advanced Engineering Software (AES), Rational Method Hydrology, Version
' 13.0, 2006
4. Bentley, FlowMaster, 11111/2005
5. CivilCadd /CivilDesign, Synthetic Unit Hydrograph Method, Version 7.0
1
I D
i
� APPENDIX A
RCFCD & WCD Plate D -4.1 (2 of 6)
' Standard Intensity - Duration Curves Data
I N
v
z �
�D
r
'DI
m
0
A
N
7
n
J
CATHEDRAL CITY
DURATION FREQUENCY
MINUTES
10 100
YEAR YEAR
5
4.14
6.76
6
3.73
6.08
T
3.41
5.56
8
3.15
5.15
9
2.95
4.81
1 0
2.7T
4.52
11
2.62
4.28
12
2.49
4.OT
13
2.38
3.88
14
2.28
3.72
15
2.19
3.58
16
2.11
3.44
IT
2.04
3.32
18
1.9T
3.22
19
1.91
3.12
20
1.85
3.03
22
1.75
2.86
24
1.67
2.72
Z6
1.59
2.60
28
1.52
2.49
30
1.46
2.39
32
1.41
2.30
34
1.36
2.22
36
1.32
2.15
38
1.28
2.09
40
1.24
2.02
45
1.16
1.89
50
1.09
1.78
55
1.03
1.68
60
.98
1.60
65
.94
1.53
70
.90
1.46
TS
.86
1.41
80
.83 •
1.35
85
.80
1.31
SLOPE a .580
RAINFALL INTENSITY- INCHES PER HOUR
CHERRY VALLEY .
DURATION FREQUENCY
MINUTES
10 100
YEAR YEAR
5 3.65 5.49
6 3.30 4.9T
7 3.03 4.56
8 2.82 4.24
9 2.64 3.9T
10 2.49 3.75
11 2.36 3.56
12 2.25 3.39
13 2.16 3.25
14 2.07 3.12
15 1.99 3.00
16 1.92 2.90
17 1.86 2.80
18 1.80 2.T1
19 1.75 2.64
20 1.T0 2.56
22 1.61 2.43
24 1.54 2.32
26 1.47 2.22
28 1.41 2.13
30 1.36 2.05
'32 1.31 1.98
34 1.2T 1.91
36 1.23 1.85
38 1.20 1.80
40 1.16 I.TS
45 1.09 1.64
50 1.03 1.55
55 .98 1.47
60 .93 1.40
65 .89 1.34
70 .85 1.29
T5 .82 1.24
80 .79 1.20
85 .T7 1.16
SLOPE _ .550
CORONA
3.23
DURATION
FREQUENCY
MINUTES
4.53
7
2.75
10
.100
2.58
YEAR
YEAR
5
3.10
4.78
6
2.84
4.38
7
2.64
4.07
8
2.47
3.81
9
2.34
3.60
10
2.22
3.43
11
2.12
3:27
12
2.04
3.14
13
1.96
3.02
14
1.89
2.92
15
1.83
2.82
16
1.TT
2.73
17
1.T2
2.66
18
1.68
2.58
19
1.63
2.52
20
1.59
2.46
22
1.52
2.35
24
1.46
2.25
26
1.40
2.17
28
1.36
2.09
30
1.31
2.02
32
1.2T
1.96
34
1.23
1.90
36
1.20
1.85
38
1.1T
1.81
40
1.14
1.76
45
1.08
1.66
50
1.03
1.58
55
.98
1.51 .
60
.94
1.45
65
.90
1.40
TO
.87
1.35
75
.84
1.30
80
.82
1.26
85
.80
1.23
SLOPE _ .480
DESERT HOT SPRINGS
DURATION FREQUENCY
MINUTES
10 100
YEAR YEAR
5 4.39 6.T6
6 3.95 6.08
7 3.62 5.56
8 3.35 5.15
9 3.13 4.81
10 2.94 4.52
11 2.78 4.28
12 2.65 4.07
.13 2.53 3.68
14 2.42 3.72
15 2.32 3.58
16 2.24 3.44
17 2.16 3.32
18 2.09 3.22
19 2.03 3.12
20 1.97 3.03
22 1.86 2.86
24 1.77 2.72
26 1.69 2.60
28 1.62 2.49
30 1.55 2.39
32 1.50 2.30
34 1.45 2.22
36 1'.40 2.15
38 1.36 2.09
40 1.32 2.02
45 1.23 1.69
50 1.16 1.78
55 1.09 1.68
60 1.04 1•.60
65 .99 1.53
TO .95 1.46
75 .91 1.41
BO .88 1.35
85 .85- 1.31
SLOPE - .580
ELSINORE - MILOOMAR
DURATION FREQUENCY
MINUTES
10 100
YEAR YEAR
5
3.23
4.94
6
2.96
4.53
7
2.75
4.21
6
2.58
3.95
9
2.44
3.T3
10
2.32
3.54
11
2.21.3.9
12
2.12
.25
13
'2.04
3.13
14
1.97
3.02
15
1.91
2.9�
16
1.85
2.83
17
1.80
2.75
18
1.75
2.$7
19
1.70
2.60
20
1.66
2.54
22
1.59
2.43
24
1.52
2.33
26
1.46
2.24
28
1.41
2.16
30
1.3T
2.09
32
1.33
2.03
34
1.29
1.97
36
1.25
1.92
38
1.22
1.BT
40
1.19
1.82
45
1.13
1.72
50
I.OT
1.64
55'
1.02
1.56
60
.98
1.50.
65
.94
1.44
TO
.91
1.39
75
.88'
1.35
80
.85
1.31
85
.83
1.2T
SLOPE _ .480
' APPENDIX B
10 -Year and 100 -Year Hydrology
(Rational Method) Calculations
0893D100.RES
it it it *,Y it it it,t,t,t irrt * * * *ir,k,k it rt,Fic,t,k *,k,t�,tir, tip, Yfr, 7,4,4,Y,t,l,4,4,4,t,trt'.rit,t,t s4 tr �,t tr ic:?:4,k st �slr's :4 tc ir,t it ,Y tr ir,t frrt
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2006 Advanced Engineering software (aes)
(Rational Tabling version 6.OD)
Release Date: 06/01/2005 License ID 1264
Analysis prepared by:
RBF Consulting
14725 Alton Parkway
Irvine, CA 92618
DESCRIPTION OF STUDY
• Madison Square
• 100 -Year Storm
• Developed Conditions
FILE NAME: 0893D100.DAT
TIME /DATE OF STUDY: 15:09 10/06/2008
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =
0.90
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.980
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5799047
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600
SLOPE OF INTENSITY DURATION CURVE = 0.5796
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE
FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT)
(n)
1 30.0 20.0 0.018/0.018/0.020 0.67 . 2.00 0.0313 0.167
0.0150
2 58.0 20.0 0.020/0.020/ - -- 0.50 1.50 0.0313 0.125
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.50 FEET
as (Maximum Allowable street Flow Depth) - (Top -of -curb)
2. (Depth) *(Velocity) constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 Is CODE = 21
----------------------------------------------------------------------------
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
--------------------------------------------------------------------------
--------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *E(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 280.00 0 _ n
UPSTREAM ELEVATION(FEET) = 66.77
DOWNSTREAM ELEVATION(FEET) = 61.25
ELEVATION DIFFERENCE(FEET) = 5.52
Page 1
1
TC = 0.303 *[( 280.00 * *3) /( 5.52)] 89ZD100.R 5 331
' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.891
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8864
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.19
TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 2.19
FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31
----------------------------------------------------------------------------
' -- » » >USING COMPUTER- TRAVEL - TIME- THRU- SUBAREA«URE FLO------------------
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 58.25 DOWNSTREAM(FEET) = 58.17
FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.013 04 ��
' DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 2.90
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.19
PIPE TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 6.49
' .LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 307.00 FEET.
kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkfrkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk *kkkkk **kirk
FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 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.) = 6.49
RAINFALL INTENSITY(INCH /HR) = 5.81
TOTAL STREAM AREA(ACRES) = 0.42
PEAK FLOW RATE(CFS) AT CONFLUENCE - 2.19
kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk
' FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
-----------------------------------------------------------------------
----- -----------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH* *3) /(ELEVATION CHANGE)] * *.2 1
INITIAL SUBAREA FLOW- LENGTH(FEET) = 68.00
UPSTREAM ELEVATION(FEET) = 63.62
' DOWNSTREAM ELEVATION(FEET) = 63.28
ELEVATION DIFFERENCE(FEET) = 0.34
TC = 0.303 *[( 68.00 * *3) /( 0.34)] * *.2 = 4.729
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.755
t COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.60
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.60
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
' - - »» >USING- COMPUTER-ESTIMATED PIPESIZE -(NON _PRESSURE - FLOW) < << < < -- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 60.28 DOWNSTREAM(FEET) 58.92
FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.0 INCHES
' PIPE -FLOW VELOCITY(FEET /SEC.) = 4.25 z;.:.,..
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES
PIPE- FLOW(CFS) = 0.60
PIPE TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 5.27
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 136.00 FEET.
Page 2
11
7
1
0893D100,RES
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81
1
»»>ADDITION SUBAREA MAINLINE PEAK FLOW< < < <<
-OF- -TO-
-- - - --------------- - - --
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6..555
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT
SOIL CLASSIFICATION IS "B"
1
SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.17
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.77
TC(MIN.) = 5.27
ieirit} YiraticikiititititstititteititititYrtfiitrtitftAititxititititirititiritititititititrtat itrtrtrtrtir} iittititstfrttitittst:tirkirstitt
1
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31
----------------------------------------------------------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
1
- - »»> USING - COMPUTER-ESTIMATED - PIPESIZE - (NONN-PRESSURE- FLOW) « « <--- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 58.92 DOWNSTREAM(FEET) = 57.16
FLOW LENGTH(FEET) = 88.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.7 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.58
1
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.77
PIPE TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 5.59
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 224.00 FEET.
1
it it t it it it it it it it it it it t it it it it it tt iit it it it t it t it it st it it st it it st it st it ir's it it it it atrtrtrtrtrtrtAit it is rtit itit t it st it is it it it it it st st it it et
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81
----------------------------------------------------------------------------
» »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
1
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.334
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8872
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.73
TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 1.50
1
TC(MIN.) = 5.59
t it it it it it it st it it t it it it it it it trtrtrt>t'rrt it it it ii it it is it it irrt dot it :t at it is is it :k it it it it :t stsh it : tit's ft it it it it it it it it t it t t it irrt Yit t
FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31
1
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» »> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
-------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) 57.16 DOWNSTREAM(FEET) = 55.74
1
FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.41
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.50
1
PIPE TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 5.81
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 295.00 FEET.
'srt *rtit t 4 ittt'r itrt it *it at it ft itrt rtit ft it i4'. tit's t it ftt it it it t it k k','.r it it st it it'.r ir's s4 Yir s}sY it si iri it it it a}iF it it it it iiit'.rt ie
1
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
1
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.195
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.77
-
TOTAL AREA(ACRES) - 0.40 TOTAL RUNOFF(CFS) - 2.27
TC(MIN.) = 5.81
1
st it:: rtst it it it t t.'iekrt'srt * *�rt>ti iert irrt's is rtira trtir it's4i<st's *rthtr titi kit ie tir:tir'k it it iY it ie's'kir :t it at it t it it it st it it s4 ir4 it }it
FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31
----------------------------------------------------------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
'
»» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
Page 3
1
0893D100.RES
ELEVATION DATA: UPSTREAM(FEET) = 55.74 DOWNSTREAM(FEET) = 54.80
' FLOW LENGTH(FEET) = 47.00 MANNING'S N 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.02
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.27
PIPE TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 5.94
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 =. 342.00 FEET.
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««<
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.116
' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8868
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.43
TOTAL AREA(ACRES) = 0.48 TOTAL RUNOFF(CFS) = 2.71
' TC(MIN.) = 5.94
fir ir:kt:,k it it f'*'k it iris it sk it ir{ kir+ sk ft ir,kir*ic it it tr*f�ft iFR,k rtic ir'w:k*,4 ik ie:F ie ie,k trk�*, rir' �it�*, t,th,kieir.f,t�at,kh,ka'r,r.-
FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31
----------------------------------------------------------------------------
' - - » »> COMPUTE- PIPEEFLOW - TRAVEL - TIME -THRU- NON- PRA««E FLOW)---------- - - - - --
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
ELEVATION DATA: UPSTREAM(FEET) 54.80 DOWNSTREAM(FEET) = 54.10
FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013
' DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.27
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.71
PIPE TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 6.03
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 377.00 FEET.
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1
' » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
------------------------------------------------------------------------
-------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.03
RAINFALL INTENSITY(INCH /HR) = 6.06
TOTAL STREAM AREA(ACRES) = 0.48
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.71
** CONFLUENCE DATA
**
TABLE **
STREAM
RUNOFF
TC
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
2.19
6.49
5.809
0.42
2
2.71
6.03
6.061
0.48
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
FLOW RATE
TABLE **
STREAM
RUNOFF
TC
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
4.75
6.03
6.061
2
4.79
6.49
5.809
Page
0893D100.RE5
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.75 TC(MIN.) = 6.03
TOTAL AREA(ACRES) = 0.90
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 377.00 FEET.
rtrtrtrtrtrtrt * * *rtrtrtrtrtrtrt*st irrtrtrtrtrtrtrtir *stir,trtrtirrt rtrtrtrtrtrt *rtirrtrtrtrtrtrtir irrtrtrtrtrtrtrt :irtrtrtrtatrt at ir,trt *rtrticrt
FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 41
----------------------------------------------------------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)« «<
--------------------------------------------------------------------------
---------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 54.10 DOWNSTREAM(FEET) = 53.93
FLOW LENGTH(FEET) = 56.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.50
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF.PIPES = 1
PIPE- FLOW(CFS) = 4.75
PIPE TRAVEL TIME(MIN.) = 0.27 TC(MIN.) 6.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 433.00 FEET.
rtrtrt *rt,trtrt,trt ir• h at at'.r st ir,t at ki�ir strt at sY*,t at it h at at st it at st at at it it at it at it ir,t:t,t,t at at it st it st it it at•k,t it fe it *at it :t ie is at at ir*ic is
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «<
-----------------------------------------------------------------------
-------------------------------------------------------------------------
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.910
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8864
SOIL CLASSIFICATION IS "B°
SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.37 S(9
TOTAL AREA(ACRES) = 0.97 TOTAL RUNOFF(CFS) = 5.11
TC(MIN.) = 6.30
irrt *itrt *irrt rtrt* *ir atrtrtrtrtirrtrtrtrtrtrtrtrtrt* rtrtrtrtrtrtrtrtirrt irrtrtrtrt* rtrtrtirrtrtrtat*' w** ie ie',at *at*at at atrt at it :4 *at ,t *iF
FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31
----------------------------------------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 53.93 DOWNSTREAM(FEET) = 52.95
FLOW LENGTH(FEET) = 328.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.50
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 5.11
PIPE TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 7.86
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 761.00 FEET.
rtrtrt *rtrt *rtir it it it irrtrt* *rt * *rt *rt *ic irrt irrtirrtrtrtrtrtir irrtrt * * *rt*.ir,t irrtrtrtrtrtrtrt *rt *>4* *,t it •h it it s4 atrtrt *at at at it ir*
FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 1
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
--------------------------------------------------------------------------
---------------------------------------------------------------------------
' TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.86
RAINFALL INTENSITY(INCH /HR) = 5.20
TOTAL STREAM AREA(ACRES) = 0.97
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.11
' at ir,k:t irrt irrt* rt* rt* atrt: trt* rtrtrtrtrt* rtrtrtrt** rtrt* rtir, trtrtir'srtrtrt**irrtrtrtrtrtrt*rtrtrtrtrt *rtrtir it at rtir irrtrtirrt *rtrt*ir
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
----------------------------------------------------------------------------
-- » »>RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS <<< < < --------------- - - - - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ol
t INITIAL SUBAREA FLOW- LENGTH(FEET) = 217.00
UPSTREAM ELEVATION(FEET) = 65.00
Page 5
0893D100.RES
DOWNSTREAM ELEVATION(FEET) = 58.03
ELEVATION DIFFERENCE(FEET) = 6.97
TC = 0.303-[( 217.00kk3)/( 6.97)]kk.2 = 5.186
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.614
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8877
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 7.46
TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 7.46
FLOW PROCESS FROM NODE 31.00 TO NODE 18.00 IS CODE = 31
----------------------------------------------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) _ 55.03 DOWNSTREAM(FEET) 52.95
FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 12.35
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 7.46
PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 5.23
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 18.00 = 249.00 FEET.
kkkkkkkkkkkkkkkkrtkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkrtkrt
FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 1
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.23
RAINFALL INTENSITY(INCH /HR) = 6.58
TOTAL STREAM AREA(ACRES) = 1.27
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.46
** CONFLUENCE DATA krt
STREAM RUNOFF TC INTENSITY AREA
' NUMBER (CFS) (MIN.) (INCH /HOUR) . (ACRE)
1 5.11 7.86 5.198 0.97
2 7.46 5.23 6.582 1.27
kkkkkkkkkk,tkkkk t, ti<, ti< a, t, r, t, t, t, a, t, trt, t, t{ rWARNING'*'* i'''* �'ir{r,t�;t,ri<,t,t,t:ti,t,t,t,r ir,t,t>r tr,t a,t,t �t it {ra
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
kkkkkkk kkk�kkrtkkkkkkkkkkkrtkkrtk* kkkkkkkkk�kkkkkkkkkkk {`kkkkkkkkkkkkkkkkkkkkk
' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
kk PEAK FLOW RATE TABLE kk
' STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 10.86 5.23 6.582
2 11.00 7.86 5.198
' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.86 TC(MIN.) = 5.23
TOTAL AREA(ACRES) = 2.24
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 761.00 FEET.
kkkrtrtkkkkkkkkkkkkkkkkkkkkkrtitkkkkrtrtrtkkrtkrtrtkkrtkkkkrtkkrtrtrtkkrtkrtkkkkkkkkrtkrtrtrtkrtkk
FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 10
» » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «<
{:kk kkkkkit�kkkkkkkkkkkk kkkkrt{ rkkrtkrtrtkkkkkkkkkkkkkrtkkkk ,tkkkkkrtk,tkkkkk {rkk kkkkrtkk
Page 6
0893D100.RE5
FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 13
----------------------------------------------------------------------------
»»>CLEAR THE MAIN - STREAM MEMORY « «<
FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
------------------------------------------------------------------------
------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 572.00
UPSTREAM ELEVATION(FEET) = 61.25
DOWNSTREAM ELEVATION(FEET) = 58.22
ELEVATION DIFFERENCE(FEET) = 3.03
TC = 0.303 *[( 572.00 * *3) /( 3.03)] * *.2 = 10.958
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.287
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8823
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 5.48
TOTAL AREA(ACRES) = 1.45 TOTAL RUNOFF(CFS) = 5.48
FLOW PROCESS FROM NODE 112.00 TO NODE 42.00 IS CODE = 31
----------------------------------------------------------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
ELEVATION DATA: UPSTREAM(FEET) = 58.22 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 254.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 7.01
' ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES =
PIPE- FLOW(CFS) = 5.48
PIPE TRAVEL TIME(MIN.) = 0.60 TC(MIN.) = 11.56
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 42.00 =
53.91
1
826.00 FEET.
FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1
----------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.56
RAINFALL INTENSITY(INCH /HR) = 4.16
TOTAL STREAM AREA(ACRES) = 1.45
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.48
ir,t st' w, t st tr it it tr it it st st st st st it s4 st'.r it at st it it it it st it it it st st it :k it st st tr st :t it'k sY st st rt it it lF it rt st st st it fr st st it it it it s4 st it st st it it it st it st it
FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ----------__--------
---------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 217.00
UPSTREAM ELEVATION(FEET) = 63.50
DOWNSTREAM ELEVATION(FEET) = 59.67 n \
ELEVATION DIFFERENCE(FEET) = 3.83 }
TC = 0.303 *[( 217.00 * *3) /( 3.83)] * *.2 = 5.846
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.170
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8869
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.33
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.33
Page 7
0893D100.RE5
rtrtrtrtrtrtrtrtkrtkrtrtrtrtrtrtrtrtrtrtrtkkkkkrtrtkrtkrtrtrtrtkkkkkkir'. t it sk:kst,t�i:sk'r at's rtak'.r it sk ,k st'k rt's it it s4i tst st it it ie :F
FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 91
----------------------------------------------------------------------------
» »> COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA « «<
UPSTREAM NODE ELEVATION(FEET) 59.67
DOWNSTREAM NODE ELEVATION(FEET) = 56.91
CHANNEL LENGTH THRU SUBAREA(FEET) = 140.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050
PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.01000
MAXIMUM DEPTH(FEET) = 0.50
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.658
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8859
SOIL CLASSIFICATION IS "B"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.91
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.47
AVERAGE FLOW DEPTH(FEET) = 0.17 FLOOD WIDTH(FEET) = 24.48
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.94 TC(MIN.) = 6.79
SUBAREA AREA(ACRES) = 1.43 SUBAREA RUNOFF(CFS) = 7.17
TOTAL AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) = 7.50
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.21 FLOOD WIDTH(FEET) = 32,.05
FLOW VELOCITY(FEET /SEC.) = 2.83 DEPTH *VELOCITY(FT *FT /SEC) = 0.58
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 357.00 FEET.
rtrtrtrtkrtrtkrtkkrtkrtrtrtkkrtrtrtkkrtrtrtrtrtrtrtrtkrtrtrtrtrtkkrtrtkrtrtrtrtrtkkkrtkrtrtrtrtirkkkkkkkkkkkkkkrtrtrtrtrt
FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1
----------------------------------------------------------------------------
' -- »»>DESIGNATE- INDEPENDENT - STREAM FOR CONFLUENCE««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
- - - ---------------------------------------------
TOTAL NUMBER OF STREAMS = 2
' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.79
RAINFALL INTENSITY(INCH /HR) = 5.66
TOTAL STREAM AREA(ACRES) = 1.49
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.50
' ** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 5.48 11.56 4.155 1.45
' 2 7.50 6.79 5.658 1.49
rtkrtrtrtrtrtrtrtrtrtkkkrtrtkkkrtkrtrtrtrtkkkkkrtkkWARNINGrtkkkkrtrtkrtkkkkkkrtkrtirrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE, THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
rtrtkrtkrtrtrtrtkatrtrtrtrtrtrtrtrtrtrtrtkkkrtkirkkkkkkkkkkkkk, t stkkk,kkkkkkir s"kkkkkkkkk,tkkkkk,tkkkk
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 10.72 6.79 5.658
2 10.99 11.56 4.155
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) _ • 10.72 TC(MIN.) = 6.79
' TOTAL AREA(ACRES) = 2.94
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 42.00 = 826.00 FEET.
kkrtkkrtrtkrtrtrtrtkrtkkkkkkkrtrtkkrtkkrtrtrtrtrtkrtkrtkrtrtkrtrtkirk kkrt:tk krtrtrtkrtrtrtkrtrtrtrtkrtrtrtrtrtirkkrtrtrt
FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1
---------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
Page 8
0893D100.RE5
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.79
RAINFALL INTENSITY(INCH /HR) = 5.66
TOTAL STREAM AREA(ACRES) = 2.94
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.72
rtrtrtrt *irrtrtirrt ir,t strt * *rtrtrtrtrtrtrtrtie irsY st f`:4 k fr ,4,k rt ir,t it i`A,t it frrt irrt,4':i ir,k iir it rt,trt,t,Yir'e k ir�ir'.t :t st aY'.iL'.ir is fe
FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 258.00
UPSTREAM ELEVATION(FEET) = 59.63
DOWNSTREAM ELEVATION(FEET) = 58.20
ELEVATION DIFFERENCE(FEET) = 1.43
TC = 0.303 *[( 258.00* *3) /( 1.43)] * *.2 = 7.898
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.183
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8849
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.65
TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.65
FLOW PROCESS FROM NODE 51.00 TO NODE 42.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) _ 55.20 DOWNSTREAM(FEET) = 53.91
FLOW LENGTH(FEET) = 222.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.49
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.65
PIPE TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 8.96
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 42.00 = 480.00 FEET.
FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.96
RAINFALL INTENSITY(INCH /HR) = 4.82
TOTAL STREAM AREA(ACRES) = 0.36
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.65
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 10.72 6.79 5.658 2.94
2 1.65 8.96 4.818 0.36
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
Page 9
0193D100,RE5
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 11.97 6.79 5.658
2 10.78 8.96 4.818
' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.97 TC(MIN.) = 6.79
TOTAL AREA(ACRES) = 3.30
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 42.00 = 826.00 FEET.
' wwwwwwwwwwwwww, twwwir'. rwwwwwww, iwwwwwwwwwwwwwwwwwwwwwkrtwwwwwwwwicwwrtwrtwwwwwwkwwww
FLOW PROCESS FROM NODE 42.00 TO NODE 18.00 IS CODE = 31
----------------------------------------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
» »> USING_ COMPUTER-ESTIMATED _PIPESIZE_( NON- PRESSURE_FLOW) « « <- �__ - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 53.91 DOWNSTREAM(FEET) = 52.95
FLOW LENGTH(FEET) = 96.00 MANNING'S N = 0.013
.DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES
' PIPE -FLOW VELOCITY(FEET /SEC.) = 6.94
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 11.97
PIPE TRAVEL TIME(MIN.) = 0.23 TC(MIN.) = 7.02
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 18.00 = 922.00 FEET.
wwwwww:twwww* wwww* wwwwwwwwrtrtwwicrtwwwwwwwwwwwwwwwwrtwwwww *wwwwww *www * *wwwwrtwwwww
FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 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 11.97 7.02 5.549 3.30
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 18.00 = 922.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 10.86 5.23 6.582 2.24
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 761.00 FEET.
' wwwrtwwwwwwwwwrtwrtwrtrtwwrtwwrtw ,trtwwwwwWARNING* wwwwwwrtwrtrtrtwrtrtwwwwwwwwwwwwwwwwrtww
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
wrtrtrtwwwwwwwwwwwwwwwwwwwrtrtwwwwrtwwwwwwrtrtwwwrtww .wwwwwwwwwwwwwrtrtrtrtrtwrtwrtwwwrtwwww
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 19.77 5.23 6.582
2 21.12 7.02 5.549
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 21.12 TC(MIN.) = 7.02
' TOTAL AREA(ACRES) = 5.54
wrtrtwwwwwwwrtwwwwwrtrtwwwwwwwrtwwwwwwwwwwwwwwwwiwwwwwwwwwrtrtwwwwwwwwwwwwwwwwwwwwww
FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 12
----------------------------------------------------------------------------
' »»>CLEAR_ MEMORY _ BANK -#- 1-««<
------------
______________________________
w, twwwwwwwwwwwwwwwwwww, twwwwwwnwww, twwwwwwwwwwwrtwwwwwwwwwwwwwww ,twwwwwwwwwwwrtwww
FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
Page 10
0893D100.RE5
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
1 ELEVATION DATA: UPSTREAM(FEET) = 52.95 DOWNSTREAM(FEET) = 52.21
FLOW LENGTH(FEET) = 246.00 MANNING'S N = 0.013.•
DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.96
' ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 21.12
PIPE TRAVEL TIME(MIN.) = 0.83 TC(MIN.) = 7.85
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 19.00'= 1168.00 FEET.
' it iz it it at it ir*ir it s4 at•k*ir k at it it it it it it it ir*4 *ir h it it st st it it t st*at'.r it it * *ir it fr it is it sY it fr fr iF fr ir*ir ir* * *ir it it is +h t it it i4 *st ik
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 10
----------------------------------------------------------------------------
»»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 13
----------------------------------------------------------------------------
» » >CLEAR THE MAIN - STREAM MEMORY « «<
t Y it s4 it h t ir* * * * * * * ** *t at *i: k it ir:t it is it it it it it it it is st ak it it it it it it it it tr ir*ir it it it it it it it it it it *sY it * *i: s4 it Y s}h it * **
FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 216.00
UPSTREAM ELEVATION(FEET) = 63.92
DOWNSTREAM ELEVATION(FEET) = 58.88
ELEVATION DIFFERENCE(FEET) = 5.04
TC = 0.303 *[( 216.00 * *3) /( 5.04)] * *.2 = 5.518
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.380
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8873
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 6.79
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 6.79
iY st k*'. r it it *'.r it i4 it it it it ir:F it ir* *it ir: t it it it *:k **i:* *ir it it irk *at it k is it it ak.ir st ir*ir ir* *ir it aF ir*ir**ir it t4 it st is at it it •h it it it
FLOW PROCESS FROM NODE 61.00 TO NODE 71.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) 55.88 DOWNSTREAM(FEET) = 54.74
FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.80
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 6.79
PIPE TRAVEL TIME(MIN.) = 0.37 TC(MIN.) = 5.89
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 71.00 = 344.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 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.) = 5.89
RAINFALL INTENSITY(INCH /HR) = 6.15
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.79
it fr it �s it it �t- kir:k:F st it �t a4 ie ie ir*ie a4 is it ir* *ir•ti(sk/: a4 it *ir it i:'x'�r:k a4 ie sY;4 it ir*at �4 �4:4ir:t*a4•k•k:4:t:4ir *ir is ik it it ie it it �4 it it it �Y �k
Page 11
L
0893D100.RES
FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
--------------------------------------------------------------------------
-------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ..
INITIAL SUBAREA FLOW- LENGTH(FEET) = 163.00
UPSTREAM ELEVATION(FEET) = 60.00
DOWNSTREAM ELEVATION(FEET) = 57.74
ELEVATION DIFFERENCE(FEET) = 2.26
TC = 0.303 *[( 163.00 * *3) /( 2.26)] * *.2 = 5.471
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.411
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8874
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 5.46
TOTAL AREA(ACRES) = 0.96 TOTAL RUNOFF(CFS) = 5.46
FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 1
----------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
- -------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.47
RAINFALL INTENSITY(INCH /HR) = 6.41
TOTAL STREAM AREA(ACRES) = 0.96
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.46
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 6.79 5.89 6.145 1.20
2 5.46 5.47 6.411 0.96
ir,tir,t,t it it *ir,t it it *ir,t,t ,t,t it ,t,t *ir*,t,t ir,t,t ir,t ir* WARNING *air it it it it trait it it ir,t,t** *air *,t,t,t it tr st it :t ir,t ir,t it
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
,t kit it st it it ir,t,t:tair ic, t it it st:t* *,tint it ir,t it ir,t it ir,t,t*ir ir,tYr,t,t it ir,4 it it ir,t is it ir,tir*ir it it trait it ir,t it it it ,t,t ir,t ir,t ir*
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
11.78
5.47
6.411
2
12.03
5.89
6.145
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.03 TC(MIN.) _.
TOTAL AREA(ACRES) = 2.16
LONGEST FLOWPATH FROM NODE 60.00 TO NODE
5.89
71.00 = 344.00 FEET.
,t * it :k it * * it it it it it it st,t ir,t it ,t,t it ir,t it it it * it it *,t it it ir,t,t it it it it ,t it ir.ir it it it Yr :t,t it it ,t,t ir,t ir,t it it ie it it :F it it it it st ir,t st,t it it st
FLOW PROCESS FROM NODE 71.00 TO NODE 19.00 IS CODE = 31
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««<
-------------------------------------------------------------------------
---------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 54.74 DOWNSTREAM(FEET) = 52.21
FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 13.23
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 12.03
PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 5.94
Page 12
1
0191D10O.RES
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 19.00 = 389.00 FEET.
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 11
----------------------------------------------------------------------------
» »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY « «<
** MAIN STREAM CONFLUENCE DATA ** W
STREAM RUNOFF TC INTENSITY AREA
' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 12.03 5.94 6.111 2.16
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 19.00 = 389.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
' STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 21.12 7.85 5.202 5.54
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 19.00 = 1168.00 FEET.
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
rt
ON , trtrt THrtrtrtE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
rtrtrtrtrtrtrtrtrtrtrtrtir,t*rt *rtrtrtrtrtrtrtrtrtrt rt, t*** rtrtrt, trt* rtrtrtrtrtrtrtrtrtrtrt *rti<rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
' 1 28.03 5.94 6.111
2 31.36 7.85 5.202
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 31.36 TC(MIN.) = 7.85
' TOTAL AREA(ACRES) = 7.70
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 12
----------------------------------------------------------------------------
. »»>CLEAR MEMORY BANK # 1 ««<
rtrtrt *irrt it *rtrtrtrtrtrtir rt, trtrtrtrtrtrt* rt*, krtrtrtrtrtrtrtrt *rt*rrtrtrtrtrtrtrtrtrt *rtrtrtrtrtrtrtirt rt *rtir rt it i<rt*rtrtrtrtrti<rt it i<
FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
» »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
ELEVATION DATA: UPSTREAM(FEET) = 52.21 DOWNSTREAM(FEET) = 51.57
FLOW LENGTH(FEET) = 215.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.53
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 31.36
PIPE TRAVEL TIME(MIN.) = 0.65 TC(MIN.) = 8.49
LONGEST FLOWPATH FROM NODE ' 111.00 TO NODE 20.00 = 1383.00 FEET.
rt*, trtrtrt* rtrtrtrt *rt * *rtrtrtrtrt * *rtrtrtrt *rt*rt *rtrtrtrtirrt rtst ir, trtrtrtrtrtrtrtrtrtrtrt ,trtrtrti<irrtrtrtrtrt *rt * *rtrtrtrtrtrtrt *ir
FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10
---------------- ------- ------- ----- ------- ----- ----- -----
-----------------
»»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «<
irrtrtrtrtrtrt * *ir irrtrtrtrtrtrtrt rt* rtrtrtrt* rtrtrt* rtrtrt, trtrtrti; rt* rtrt** rtrt. rtrtrtrtrtrtrtrtrtrtrtrtrt *rtrtrtrtrtrtrti<rtrtrtrtrtrtrtirrt
FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 13
»»>CLEAR THE MAIN - STREAM MEMORY««<
' rtrtrtrtrtrtrtrtrtrtrti <:;rtrti<ir,t,trt'<ir'ri<tr st,t,t it st it :4 it*i<rt it ,t t<,4 ,t,tit,t is is*ir,tt<:4ir,t *,ti<tri<ir it,t �t it it it tr it *it it it i<,t'.r t<tr
Page 13
0893D100.RE5
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
---------------------------------------------------------------------- - - - - --
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
- - - ---------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 378.00
UPSTREAM EVATION(FEET) 67 �� \
DOWNSTREAM M ELEVATION(FEET) = 59.9. 58 I
ELEVATION DIFFERENCE(FEET) = 7.56
TC = 0.303 *[( 378.00 * *3) /( 7.56)] * *.2 = 7.118
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.504
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8856
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 4.24
TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 4.24
st st s}st sY sk sY sY *i�'.�sY sY sk:k'.�ir *sk sY st sY st it sti'sk ts}sY *st * *sk it * **sF st *sf st st s4'.rsk * * *st sY s4 st i�ir sk st it st s4 i(st it stir s4 it * * *i'st ir*
FLOW PROCESS FROM NODE 101.00 TO NODE 82.00 IS CODE = 31
----------------------------------------------------------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 56.58 DOWNSTREAM(FEET)
' FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.43
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES =
' PIPE- FLOW(CFS) = 4.24
PIPE TRAVEL TIME(MIN.) = 0.48 TC(MIN.) = 7.60
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 82.00 =
56.28
477.00 FEET.
FLOW PROCESS FROM NODE 82.00 TO NODE 82.00 IS CODE = 1
----------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.60
RAINFALL INTENSITY(INCH /HR) = 5.30
TOTAL STREAM AREA(ACRES) = 0.87
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.24
it *st s4 * *st * * *s4*sY st st sY s4 sY stsY* * *s4 sk sk *s}*ir*ir s4 k *s4 it s4 fr:4 sk st sk ir:t s4 it st sY *st *st it st it sY stirs} st fr st sk stir it st's it it it s4 sk sk sY
FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
--------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 199.00
UPSTREAM ELEVATION(FEET) = 61.46 ow
DOWNSTREAM ELEVATION(FEET) = 60.46
ELEVATION DIFFERENCE(FEET) = 1.00
TC = 0.303 *[( 199.00 * *3) /( 1.00)] * *.2 = 7.259
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.442
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8855
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.93
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.93
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 31
----------------------------------------------------------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
------------------------------------------------------------------------
--------------------------------------------------------------------------
Page 14
1
0893D100.RES
ELEVATION DATA: UPSTREAM(FEET) = 57.46 DOWNSTREAM(FEET) = 56.28
' FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 7.62
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
' PIPE- FLOW(CFS) = 1.93
PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 7.32
LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 227.00 FEET.
rtkkkrtrtkrtkkrtatkkkkkrtrtkkrtkrtkkrt'. rrtkkirkkkkirrt* i4 kirkrtrtrtkkrtrtkrtrtrtkkrtkrtkrtrtirrtrtkrtrtrtkirkrtrtkrt
' FLOW PROCESS FROM NODE 82.00 TO NODE 82.00 IS CODE = 1
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
' TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.32
RAINFALL INTENSITY(INCH /HR) = 5.42
TOTAL STREAM AREA(ACRES) = 0.40
' PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 4.24 7.60 5.299 0.87
2 1.93 7.32 5.416 0.40
' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
rtrt* rt* rtrt***************** rtk* kitkkrtkkrtrtrtrtkkkk: t * * * * *rtkkkkrtkkk * * * *krtkkrtkrtkrtkrtkrt
' 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 6.01 7.32 5.416
2 6.13 7.60 5.299
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
' PEAK FLOW RATE(CFS) = 6.13 TC(MIN.) = 7.60
TOTAL AREA(ACRES) = 1.27
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 82.00 = 477.00 FEET.
kkrtkkkrtkrtkkrtkkrtkrtkkrtrtkkrtrtrtrtrtrtrtrtrtrtrtrtrtrtkrtrtrtrtrtrtrtrtrtrtkrtrtrtrtkrtrtrtrtkrtrtrtrtrtrt *rtkkkrtrtkkrtk
' FLOW PROCESS FROM NODE 82.00 TO NODE •20.00 IS CODE = 31
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
' ELEVATION DATA: UPSTREAM(FEET) = 56.28 DOWNSTREAM(FEET) 51.57
FLOW LENGTH(FEET) = 394.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.3 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.19
' ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 6.13
PIPE TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 8.66
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 20.00 = 871.00 FEET.
rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtkrtkitkrtrtrtrtrtrtrtrtkrtrtrtrtrtrtrtrtrtrt rtkkrtrtkrtrtkir*+t :t kit*ir*4 i}it it it irks: ir*ir'.rkir
' - -FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 11
----------------------------------------------------------------------
»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY« «<
** MAIN STREAM CONFLUENCE DATA **
Page 15
it
' STREAM RUNOFF TC
NUMBER (CFS) (MIN.)
1 6.13 8.66
LONGEST FLOWPATH FROM NODE
' ** MEMORY BANK # 1 CONFLUI
STREAM RUNOFF TC
NUMBER (CFS) (MIN.)
1 31.36 8.49
LONGEST FLOWPATH FROM NODE
k
0893D100.RES
INTENSITY AREA
(INCH /HOUR) (ACRE)
4.913 1.27
100.00 TO NODE 20.00 = 871.00 FEET.
:NCE DATA **
INTENSITY AREA
(INCH /HOUR) (ACRE)
4.968 7.70
111.00 TO NODE - 20.00 = 1383.00 FEET.
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
rtrt* rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt: rrtrtrtirrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt **rtrtrtrtrtrtrtrtrtrt
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 37.37 8.49 4.968
2 37.14 8.66 4.913
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 37.37 TC(MIN.) = 8.49
TOTAL AREA(ACRES) = 8.97
rtrtrtrtrtrt* rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt
FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12
----------------------------------------------------------------------------
» » >CLEAR MEMORY BANK # 1 ««<
**************************** rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 51.57 DOWNSTREAM(FEET) = 51.18
FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.83
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 37.37
PIPE TRAVEL TIME(MIN.) = 0.37 TC(MIN.) = 8.87
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 21.00 = 1513.00 FEET.
rtrtrtrtrtrtrtrtrtrtrtrtrtrtfortrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt* rtrt** rtrtrtrtrt*** *rtrtrtrtrt * * * *rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt
FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 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.) = 8.87
RAINFALL INTENSITY(INCH /HR) = 4.85
TOTAL STREAM AREA(ACRES) = 8.97
PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.37
rtrtrtrtirrt *rtrtrtrtrtrtrtrtrtrtrtrtrtrtrt rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt. rt rtrtrtrtrtrt *rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt
FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS << < < < ----- - - - - -- - - - - - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 394.00
UPSTREAM ELEVATION(FEET) = 62.30
Page 16
CD
0893D100.RE5
' DOWNSTREAM ELEVATION(FEET) = 58.87
ELEVATION DIFFERENCE(FEET) = 3.43
TC = 0.303 *[( 394.00 * *3) /( 3.43)] * *.2 = 8.547
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.951
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8843
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 3.02
TOTAL AREA(ACRES) = 0.69 TOTAL RUNOFF(CFS) = 3.02
,Y ir,t,t it it st,t it it it it it it st ir,t,t it at it ir,Y it it ir,t,Y'.r it it it it it it ir,t,t it it it it it it it it ,1r it *.ir it ir,t tr ,t it ir,t f, it it it ,t ,t it it it it it it ,t :t,t it ir'r
FLOW PROCESS FROM NODE 91.00 TO NODE 21.00 IS CODE = 91
----------------------------------------------------------------------------
» »> COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« «<
--------------------------------
UPSTREAM NODE ELEVATION(FEET) = 58.87
DOWNSTREAM NODE ELEVATION(FEET) = 58.09
CHANNEL LENGTH THRU SUBAREA(FEET) = 151.00,
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050
PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0050
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 0.50 CAZ-t
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.769
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = :8838
SOIL CLASSIFICATION IS "B"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.55
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 4.42
AVERAGE FLOW DEPTH(FEET) = 0.18 FLOOD WIDTH(FEET) = 15.46
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.57 TC(MIN.) = 9.12
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 5.06
TOTAL AREA(ACRES) = 1.89 PEAK FLOW RATE(CFS) = 8.08
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) 0.21 FLOOD WIDTH(FEET) = 18.04
FLOW VELOCITY(FEET /SEC.) = 4.79 DEPTH *VELOCITY(FT *FT /SEC) = 1.01
LONGEST FLOWPATH FROM NODE 90.00 TO NODE 21.00 = 545.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1
---------------------------------------------- :-----------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
----------------- - - - - --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.12
RAINFALL INTENSITY(INCH /HR) = 4.77
TOTAL STREAM AREA(ACRES) = 1.89
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.08
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 37.37 8.87 4.847 8.97
2 8.08 9.12 4.769 1.89
t, t* rr*, t* tr* it * *,t *,t * * * *tr * *,t,te *,t*,t,t *ir irWARNING *ir *ir it *ir it *tr * *tr it it it *ir *ir ir,t it tr *,t *,t * *,t,t tr*
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
RAINFALL INTENSITY AND TIME OF CONCENTRATION.RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
RUNOFF
TC
INTENSITY
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
1
45.23
8.87
4.847
2
44.85
9.12
4.769
Page 17
0
0893D100.RES
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 45.23 TC(MIN.) = 8.87
TOTAL AREA(ACRES) = 10.86
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 21.00 = 1513.00 FEET.
- --------------- - - - --
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) 10.86 TC(MIN.) = 8.87
PEAK FLOW RATE(CFS) = 45.23
END OF RATIONAL METHOD ANALYSIS
Page 18
0893D10.RE5
:k*ic ir*itrt is is *ir **ir is * *:t ir*st st it it it it is it st tr' sic *ir:r•ksYirt;A•ir it it ir::'.rsk's•k:k *ir �t �k*'.r ak it it tr•h is •k �4 it �t it it Yr st it d••k it s4 it
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) copyright 1982 -2006 Advanced Engineering Software (aes)
(Rational Tabling version 6.OD)
Release Date: 06/01/2005 License ID 1264
Analysis prepared by:
RBF Consulting
14725 Alton Parkway
Irvine, CA 92618
DESCRIPTION OF STUDY * * * * * * * * * * * * *t * * * * * * * * * * **
• Madison Square
• 10 -Year Storm
• Developed Conditions
it at �trt *ic*:F at it st �t it s4 at st �4 it * *rtrt *rtir it* *st*sY is st it i.•ir:tir'k it it st it �t it,t *rtir it it it it is �t{crt *ir it it *ic it st it tt it it st st :t irrt
FILE NAME: 0893D100.DAT
TIME /DATE OF STUDY: 16:44 11/07/2008
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =
0.90
10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770
10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.980
100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520
100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600
SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5799047
SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.990
SLOPE OF INTENSITY DURATION CURVE = 0.5799
RCFC &WCD HYDROLOGY MANUAL "C"- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES:
MANNING
WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE
FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT)
(n)
- -- - - - -- --- - - - - -- ---------- - - - - -- - - - - -- - - -- - - - - -- - - - --
----- -- - - - - -- --------- - - - - -- - - - - -- - - -- - - - - -- - - - --
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167
- - - - - --
- - - - - --
0.0150
2 58.0 20.0 0.020/0.020/ - -- 0.50 1.50 0.0313 0.125
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.50 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) *(Velocity) constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
s4 it it it is is it ttrt *st it it : tit's t st irrt rtrtrtrtrt * * * * * *ir ir*'.r is it rtie'.rir'k at s4 it ir•k 4 is d•ic s4 is tr i':t is ic:F is ic's is is is it st*t irrt l4 it it is i4
FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21
----------------------------------------------------------------------------
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
---------------------------------------
- ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 280.00
UPSTREAM ELEVATION(FEET) = 66.77
DOWNSTREAM ELEVATION(FEET) = 61.25
ELEVATION DIFFERENCE(FEET) = 5.52
TC = 0.303 *[( 280.00 * *3) /( 5.52)] * *.2 = 6.331
Page 1
0893D10.RE5
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.647
' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8799
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.35
TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 1.35
FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
-------------------------------------------------------------------------
---------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 58.25 DOWNSTREAM(FEET) = 58.17
FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 2.55
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.35
PIPE TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 6.51
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 307.00 FEET.
rtrtstrtrt * *,t'r'r'�r tr tr irrt *it it st it strtrtrtrtrtir, t, t, trt: tst, t rtst,t it strt*{rrtrtrt *rt *rt * *:F * * * *,}rt irrt * *'.rrt'.e it it *rt *rt *:t ,t :k st
FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 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.) = 6.51
RAINFALL INTENSITY(INCH /HR) = 3.59
TOTAL STREAM AREA(ACRES) = 0.42
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.35
*rt * *rt *rt *rtrt *ir *st ic*rtsk,t,t sk tr* it ir,t * *ir is st *'.r * *irrt ir,t it ir{r'kir,t:t fe ir*rtir,t st k rtatr*at it it ir*ir it ie,t ,t ir,t it ,k ir,t,t ir*
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
' DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 68.00
UPSTREAM ELEVATION(FEET) = 63.62
DOWNSTREAM ELEVATION(FEET) = 63.28
' ELEVATION DIFFERENCE(FEET) = 0.34
TC = 0.303 *[( 68.00 * *3) /( 0.34)] * *.2 = 4.729
COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN.
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.182•
' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.37
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.37
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 60.28 DOWNSTREAM(FEET) = 58.92
FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.83
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.37
PIPE TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 5.30
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 136.00 FEET.
, st* '.tst,trt,trtrtrtrt *,t'.FSt {rst *ir,t ,k st st it sk ie >Y ie* *ic *rt',e ,t' Fir * *st is *'.r it irrt strtrt*',r*rts4'r strtrt * *frrt *ir,Y *fr *st *ir *st st,t,4
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81
Page 2
0193D10.RE5
----------------------------------------------------------------------------
-- » » >ADDITION -OF- SUBAREA -TO MAINLINE - PEAK - FLOW<< < << --------------------
10 YEAR RAINFALL INTENSITf(INCH /HOUR) = 4.045
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8815
SOIL CLASSIFICATION IS "B"
' SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.48
TC(MIN.) = 5.30
rtrtkkkrtrtkrtkkkrtrtkkkrtrtrtrtrtkrtkrtkrtkkrtkkkkkrtrtrtrtkrtrtrtrtrtrtrt rt,rtrtrtrtkkrtrtkrtkkkkkkkkk krtrtrtkkkk
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
' ELEVATION DATA: UPSTREAM(FEET) = 58.92 DOWNSTREAM(FEET) = 57.16
FLOW LENGTH(FEET) = 88.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.06
' ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.48
PIPE TRAVEL TIME(MIN.) = 0.36 TC(MIN.) = 5.66
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 224.00 FEET.
' rtrtrtrtkkkrtrtrtkrtrtrtrtrtkrtrtkrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtkrtrtkrtkrtrtrtrt .rt rtrtrtrtrtrtrtrtrtrtrtkrtrtkrtrt
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
------------------------------------------------------------------------
------------------------------------------------------------------------
' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.893
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8809
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.45
TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.92
TC(MIN.) = 5.66
kkkkkkkkitkkkkkkkkkkkkrtkkrtkkrtrtrtrtkkrtrtrtrtrtrtrtkkkrtkkrtrtrtrtrtrtkrtrtrtkrtrtrtkkkkrtrtrtrtkrtrtrtkrtrtrt
FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»>>> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 57.16 DOWNSTREAM(FEET) = 55.74
FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.80
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.92
' PIPE TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 5.90
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 295.00 FEET.
kkkkkkrtkrtrtrtrtrtrtkrtrtrtrtrtkrtkkrtkrtkkkrtrtrtrtrtrtrtrtrtkrtrtkrtrtrtrtkrtrtrtrtrtrtrtkrtrtrtrtrtrtrtrtrtrtkrtrtkrtkkrtkrt
- -FLOW- PROCESS -FROM NODE 14.00 TO NODE 14.00 IS CODE = 81
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.797
' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8805
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.47
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.39
TC(MIN.) = 5.90
' krtkrtkkkrtkrtrtkrtrtkrtkkkkkrtkkkkkrtrtitkrtrtrtrtrtrtrtrtkrtrtkrtrtrtrtrtrtftrt rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtirrtkkkrtk
FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31
---------------------------------------------------- ------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
- - »»> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON _PRESSURE - FLOW) < < < << -- - - - - --
Page 3
I
1
0893D10.RES
ELEVATION DATA: UPSTREAM(FEET) = 55.74 DOWNSTREAM(FEET) = 54.80
FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.32
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.39
' PIPE TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 6.05
LONGEST FLOWPATH FROM NODE 10.00.TO NODE 15.00 = 342.00 FEET.
4444444444 Y444444444444444;: 44444tt444t44tttt44444t4t444444444444t444t4444444
' FLOW PROCESS FROM NODE 15.00 TO NODE , 15.00 IS CODE = 81
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « <.
-------------------------------------------------------------------------
------------------------------------------------------------------------
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.744
' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8803
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 0.48 TOTAL RUNOFF(CFS) = 1.65
TC(MIN.) = 6.05
4t4444444444444444444444444444ir444t44444t44444 ,44.44 tit444444444444444�4444it444
FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 54.80 DOWNSTREAM(FEET) = 54.10
FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.50
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.65
PIPE TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 6.16
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 377.00 FEET.
44444444444444444444444444444, 44444444444444444' stttttttttttir ttttttttttttttttt
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
»» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
_ _____- ____ =____
----------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.16
RAINFALL INTENSITY(INCH /HR) = 3.71
TOTAL STREAM AREA(ACRES) = 0.48
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.65
4ir CONFLUENCE DATA
44
'
STREAM
RUNOFF
TC
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
1.35
6.51
3.589
0.42
2
1.65
6.16
3.706
0.48
444444444444444444444444444444444WARNING4444444444444444444444444444444444
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
44444444444444444444444444444444444444444444444444444444444444444444444444
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
44 PEAK FLOW RATE TABLE 4ir
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 2.93 6.16 3.706
2 2.95 6.51 3.589
Page 4
0893D10.RE5
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.93 TC(MIN.) _ 6.16
TOTAL AREA(ACRES) = 0.90
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 377.00 FEET.
*f: ie ie:4,4ic * * *st is fr ic,4 st is ,4 it it it ic,tic,t,t it it it it * *ir it it fr *ir * * * *:4ir'.rir *ir* *,t,t,t it f:ir,t:F ir*ir ir,t,t,t * * *st,4 *,4 ir,4 *is
' FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 41
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»»>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT)« «<
--------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 54.10 DOWNSTREAM(FEET) = 53.93
FLOW LENGTH(FEET) = 56.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.16
' GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.93
PIPE TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 6.45
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 433.00 FEET.
* *,t' sir *,t *,tir *ir is it ir* *ir ir,4iF,t it ir,4 it it it it ic,tfr,t,4 it icd hir it tr st h it a4 st tr is ir:F it fe fr st it ie if fe it it ,t ir'.r iz it it tr trxic is in it is it
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81
----------------------------------------------------------------------------
» » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «<
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.607
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8797
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.22
TOTAL AREA(ACRES) = 0.97 TOTAL RUNOFF(CFS) = 3.15
TC(MIN.) = 6.45
ir'.r it ir,t it it it it fe fr ir,t it it fr fr *ic ir,t,4,t,t * *s4 it it it *:4 ic* * *f: ir,4'.rir,4ir,Y *ir'r *iF*ir �k it it *ic * *ic :t is *ir ir,4 *ic tr *ir it * *ir **
FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31
---------------------------------------------------------------------- - - - - --
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 53.93 DOWNSTREAM(FEET) = 52.95
FLOW LENGTH(FEET) = 328.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.10
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 3.15
PIPE TRAVEL TIME(MIN.) = 1.76 TC(MIN.) =. 8.22
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 761.00 FEET.
it it * *fr it Yr tc,4 a4 icrt a4 tr,4irA,4,t:4 it it st ie il:t,4ic,ti:,tir,4,t is i:i kir is �,k',rtr,tk.fl it tr it st it it tr ic,4 it i"t is :4 is fei it a4 a4 ir,t it it it ,4 is it it
FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 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.) = 8.22
RAINFALL INTENSITY(INCH /HR) = 3.14
TOTAL STREAM AREA(ACRES) = 0.97
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.15.
*iz *ir* *fr:4 *ir * *ir * *ir s4 ir:tir *tc *ir *ir it ir:t * * * *tr:t *� * ** *ic ir*ir,t it ic*,t it it *,t *st it k,t,t *ir ,4,t f: *:4 ir,t it ie :4 :t ,4 fc'k
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2•
INITIAL SUBAREA FLOW- LENGTH(FEET) = 217.00
UPSTREAM ELEVATION(FEET) = 65.00
DOWNSTREAM ELEVATION(FEET) = 58.03
Page 5
0893D10.RE5
ELEVATION DIFFERENCE(FEET) = 6.97
' TC = 0.303 *[( 217.00 * *3) /( 6.97)] * *.2 = 5.186
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.094
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8817
SOIL CLASSIFICATION IS "B"
' SUBAREA RUNOFF(CFS) 4.58
TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 4.58
tfrtttttirt tfr ttttfrttfr tfrfr ttttfrfrfrfrttfr tfrfrttitfrtfrs tfrtfrfrtttttttttfrfrfr ttttfrfrfrfrfrfrfrfrfrfrtfrfr
FLOW PROCESS FROM NODE 31.00 TO NODE 18.00 IS CODE = 31
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 55.03 DOWNSTREAM(FEET) = 52.95
' FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 11.14
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 4.58
' PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 5.23
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 18.00 = 249.00 FEET.
tttfrfr tfrfrfr tfrtfrttttfr ttttttfrtfrtttfr ttfrfrfrfr ttfrfrfr tatirfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfr
FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 1
' »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
' TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.23
RAINFALL INTENSITY(INCH /HR) = 4.07
TOTAL STREAM AREA(ACRES) = 1.27
' PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.58
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
' 1 3.15 8.22 3.135 0.97
2 4.58 5.23 4.073 1.27
* frfrttfrttttfr* tfrfr*** fratfr* frfrfrfrfrfr*s tirfrfrWARNING* frfr* *tatfrtfr *frfrfrfrfr * * *frfrfrfrfrfr * * * * * ** **
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT•VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
frfrfrfrfrtfrfrtfrtfrfrfr tfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrttts i s4 it it atttttttttttttttttirttt *irttttfrttir st
' 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 6.59 5.23 4.073
2 6.68 8.22 3.135
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.59 TC(MIN.) 5.23
TOTAL AREA(ACRES) = 2.24
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 761.00 FEET.
frfrfrfr tfrfrfr ttfr ttfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrfrtfrfrfr tfrfrfrtifrfrfrfrfr tfrtfrtfrtfr Yefr frfrfrfrtfrttfr tfr tfrfr tfrfrtttt
' -- FLOW - PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 10
-----------------------------------------------------------------
» »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «<
' frfrfr Yrfrfrfrfrfrfrttfrtfrtfrfrtttatfrfrfrfrfr tfr tfrfrfr tfrfrtfrfr tatfrtfr ttfrfrirfr tfrfrfrfrttfrfrttttt :rtfr tfr tfrfrttfrfr
FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 13
Page 6
� I
� I
0893D10.RE5
----------------------------------------------------------------------------
» »>CLEAR THE MAIN - STREAM MEMORY « «<
rtrtrtrtrtrtrtrtrtrtrtrt *rt *;Frt it it strtrt *rtrtrtrtrt *�rt'r trt *:Yrtrt rtstrtrtrt *rtrt * * *rtrtrtrtrtrt *rt',r * *ir w"k *ie irrtrtrtrtYrrtrtrtrtitr
FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
---------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH' *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 572.00
UPSTREAM ELEVATION(FEET) = 61.25
DOWNSTREAM ELEVATION(FEET) = 58.22
ELEVATION DIFFERENCE(FEET) = 3.03
TC = 0.303 *[( 572.00 * *3) /( 3.03)] * *.2 = 10.958
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.653
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = •.8745
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 3.36
TOTAL AREA(ACRES) = 1.45 TOTAL RUNOFF(CFS) = 3.36
FLOW PROCESS FROM NODE 112.00 TO NODE 42.00 IS CODE = 31
------ -------- ----- ----- ---------- ---- ---- ---------- ---- ---- ----------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
ELEVATION DATA: UPSTREAM(FEET) 58.22 DOWNSTREAM(FEET) S3.91 ~
' FLOW LENGTH(FEET) = 254.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.18
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
' PIPE- FLOW(CFS) = 3.36
PIPE TRAVEL TIME(MIN.) = 0.68 TC(MIN.) = 11.64
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 42.00 = 826.00 FEET.
* rtrtrtitrt** rtrt**** * * * *rt * * * *'.r * *itrtrtrtrt * * * *rtrt*rt'.r irrtrt** rt *rtrtrtrtrtrtrt *rtrt *rtrt *irrtrtrtrtrtrtrtrtrtrt * * **
FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1
-------------------------------------------------------- - -------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.64
RAINFALL INTENSITY(INCH /HR) = 2.56
TOTAL STREAM AREA(ACRES) = 1.45
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.36
: Frtrt* rtrtrtrtrtrtrt** rtrtrtrtrt *rt *rt *rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtir titrtrtrtrt.rtrtrt *rtrt *rtstrtrtrtrtrtrtrtrtt it *rtrt * *rtir it
FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 217.00
UPSTREAM ELEVATION(FEET) = 63.50
DOWNSTREAM ELEVATION(FEET) = 59.67
ELEVATION DIFFERENCE(FEET) = 3.83
TC = 0.303 *[( 217.00 * *3) /( 3.83)] * *.2 = 5.846
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.820
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8806'
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.20
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.20
rtrtrtrtrtrtrtrtrtrt* rt* rtrtrtrtrtrtrtrtrt: rrtrt* *rtrtrtrtrt *rt*rtrtrtrtrtrtrtrtrt *ir•ir:tir'.t irrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt*
Page 7
0191D10.RE5
FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 91
' -- »»>COMPUTE - "V" GUTTER -FLOW - TRAVEL - TIME -THRU - SUBAREA«« <------- --- - - - - --
UPSTREAM NODE ELEVATION(FEET) = 59.67
DOWNSTREAM NODE ELEVATION(FEET) = 56.91
' CHANNEL LENGTH THRU SUBAREA(FEET) = 140.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050
PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.01000
' MAXIMUM DEPTH(FEET) = 0.50
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.478
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = '.8792
SOIL CLASSIFICATION IS "B"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.39
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.27
AVERAGE FLOW DEPTH(FEET) = 0.14 FLOOD WIDTH(FEET) = 19.67
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.03 • TC(MIN.) = 6.87
SUBAREA AREA(ACRES) = 1.43 SUBAREA RUNOFF(CFS) = 4.37
TOTAL AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) = 4.57
' END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.18 FLOOD WIDTH(FEET) = 26.20
FLOW VELOCITY(FEET /SEC.) = 2.54 DEPTH *VELOCITY(FT *FT /SEC) = 0.45
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 357.00 FEET.
FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1
----------------------------------------------------------------------------
' - -» »> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE « «<--------------- - - - - --
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.87
RAINFALL INTENSITY(INCH /HR) = 3.48
TOTAL STREAM AREA(ACRES) = 1.49
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.57
' ** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 3.36 11.64 2.561 1.45
2 4.57 6.87 3.478 1.49
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
' WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW,
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
'
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
TC
INTENSITY
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
1 6.56
6.87
3.478
2 6.73
11.64
2.561
'
COMPUTED CONFLUENCE
ESTIMATES
ARE AS FOLLOWS:
PEAK FLOW RATE(CFS)
= 6.56 TC(MIN.) = 6.87
TOTAL AREA(ACRES) =
2.94
m
LONGEST FLOWPATH FROM NODE
111.00 TO NODE 42.00 = 826.00 FEET.
FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1
----------------------------------------------------------------------------
»»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
-----------------------------
Page 8
1
0893D10.RE5
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.87
RAINFALL INTENSITY(INCH /HR) = 3.48
TOTAL STREAM AREA(ACRES) = 2.94
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.56
FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21
----------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
--------------------------------------------------------------------------
-----------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2•
INITIAL SUBAREA FLOW- LENGTH(FEET) = 258.00
UPSTREAM ELEVATION(FEET) = 59.63
DOWNSTREAM ELEVATION(FEET) = 58.20
ELEVATION DIFFERENCE(FEET) = 1.43
TC = 0.303 *[( 258.00 * *3) /( 1.43)] * *.2 = 7.898
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.208
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8778
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.01
TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.01
kkkkkkkkkkkkkkkkkkk* krtkkkrtkrtkrtirkkrt* kkrtkkkrtrtrtrt *rtkkrtkkrtrtrtrtkkkkkkrtrtrtkkkkrtrtrtkkrtrt
FLOW PROCESS FROM NODE 51.00 TO NODE 42.00 IS CODE = 31
----------------------------------------------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
ELEVATION DATA: UPSTREAM(FEET) = 55.20 DOWNSTREAM(FEET) = 53.91
FLOW LENGTH(FEET) = 222.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.03
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.01
PIPE TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 9.12
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 42.00 = 480.00 FEET.
■ kkkrtkkrtkkkkkkkkkkkkkrtrtrtrtrtrtkrtkkkrtkkrtkrtkrtrtrtrtkrtkrtrtkkkkkkrtrtrtrtrtrtrtrtrtrtrtkrtkrtrtkrtrtkrtrtrt
FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1
----------------------------------------------------------------------------
' - -»»> DESIGNATE - INDEPENDENT - STREAM -FOR - CONFLUENCE« «< - -------------------
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
' TIME OF CONCENTRATION(MIN.) = 9.12
RAINFALL INTENSITY(INCH HR) = 2.95
TOTAL STREAM AREA(ACRES = 0.36
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.01
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 6.56 6.87 3.478 2.94
' 2 1.01 9.12 2.952 0.36
kkkkkkkkkkkkkkkkkkkkkkkkkkrt: tk kkkkWARNINGkkkkkkkkkkkkkkkkkkk *'kkkkkkkk*kkkkir
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
' WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
rtkrtrtkrtkrtrtrtrtrtkrtkkrtkkkrtrtkkrtkkrtrtkkrtrtrtkkrtkkkrtkrtrtkkkkrtkkkrtrtkrt rtrtrtrtrtkkrtkkkkrtkrtrtrtrt
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Page 9
� I
0191D10,RES
STREAM RUNOFF TC INTENSITY
' NUMBER (CFS) (MIN.) (INCH /HOUR)
1 7.32 6.87 3.478
2 6.58 9.12 2.952
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.32 TC(MIN.) = 6.87
TOTAL AREA(ACRES) = 3.30
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 42.00 = 826.00 FEET.
' - -FLOW PROCESS FROM NODE 42.00 TO NODE 18.00 IS CODE = 31
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA UPSTREAM(FEET) = 53.91 DOWNSTREAM(FEET) 52.95
FLOW LENGTH(FEET) = 96.00 MANNING'S N = '0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.16
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 7.32
PIPE TRAVEL TIME(MIN.) = 0.26 TC(MIN.) =. 7.13
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 18.00 = 922.00 FEET.
FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 11
» »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY ««<
' 't* MAIN STREAM CONFLUENCE DATA 't
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 7.32 7.13 3.404 3.30
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 18.00 = 922.00 FEET.
*r. MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 6.59 5.23 4.073 2.24
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 761.00 FEET.
, xr:, t, t ,t:ta,t,t,ta:�r<,ter;,t:rr:,t, ter:, t, t, tr: t:* �r�, t�WARNING*, tr: t:, t, t, t, t, t, t, t, t, t, t, tr :,tt:rra,t,t,t,t,tt,tr:�t,t,t t,t
' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
' * PEAK FLOW RATE TABLE
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 11.97 5.23 4.073
' 2 12.83 7.13 3.404
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS::
PEAK FLOW RATE(CFS) = 12.83 TC(MIN.) = 7:13
TOTAL AREA(ACRES) = 5.54
,' ,t,t,t,tr:,t,t,t,t,t,t, tea, t, t, t: tr:, t, t, tnx, t,t:r,t,t,t,tr:r<:t:tt:n:r,t,t* tr: �, t, t, tr: ar: r:, r, iss •r:r:r:,t *r:,t�,t,t,tr:ar:,t�v ar.r:�t:
FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 12
-----------------
»»>CLEAR MEMORY BANK # 1 « «<
k'.r,t,t it it rr it r< ir* ftxrtit rr,t,trr,t,trc,trr'.r rr i:s t rr rr kt.ir'.rir:tT�'.X'.r'w:t,t rr it r:rr:krt'r at r:,tr:�fr,t rr r:rt is st rr rr i,t r:,t r: ,t rt ,t,t rf,t
FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31
----------------------------------------------------------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
Page 10
� I
0193D10,RE5
------------------------------------------------------------------------
------------------------------------------------------------------------
' ELEVATION DATA: UPSTREAM(FEET) = 52.95 DOWNSTREAM(FEET) = 52.21
FLOW LENGTH(FEET) = 246.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.50
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 12.83
PIPE TRAVEL TIME(MIN.) = 0.91 TC(MIN.) = 8.04
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 19.00 = 1168.00 FEET.
' - -FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 10
----------------------------------------------------------------------
» »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
' *it, ate t,r it it Ar xr tr,rtr,t ,r,r ,r ,r,t,t kit tr,r,r sr,r,t,t tit'.rt,r:r,rir,t , r,rir,r,r:ttr'.r it ir,r tr tr :t it ktc tr sr,r ,r,r,r �'.r,r t: }i ir,r,r,r,t,t ir,t,r
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 13
----------------------------------------------------------------------------
»»>CLEAR THE MAIN - STREAM MEMORY « «<
to tr *ir *,r sr it sr it tr,r tr tt *,rtr,r tr tr to *ir ie, r tr tr,rir *,Y it it *ir to ie is ie ie *tr it's *qtr * *sr tr *te,tsr,rtr,r *k *tr * * * *tr * *te k,r it *ir ,r
FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
------------------------------ - - - - -- - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 216.00
UPSTREAM ELEVATION(FEET) = 63.92
DOWNSTREAM ELEVATION(FEET) = 58.88
ELEVATION DIFFERENCE(FEET) = 5.04
TC = 0.303 *[( 216.00 * *3) /( 5.04)] * *.2 = 5.518
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.950
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8811
SOIL CLASSIFICATION IS "B'.
SUBAREA RUNOFF(CFS) = 4.18
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 4.18
FLOW PROCESS FROM NODE 61.00 TO NODE 71.00 IS CODE = 31
----------------------------------------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 55.88 DOWNSTREAM(FEET) 54.74
FLOW LENGTH(FEET) = 128.00 MANNING'S N = .0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.13
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 4.18
PIPE TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 5.93
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 71.00 = 344.00 FEET.
FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 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.) = 5.93
RAINFALL INTENSITY(INCH /HR) = 3.79
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.18
,rtes * * ** *,r,r to ir,r,t,r * **,r*ir *ie,t:: tr tr tr tr *tr it ie tr tr'<fr ir,r * **tr tr *te te*'sie *ir * *ie:r *,r * * * * *,r ,r tr it's*ie it ** *,r it
FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 21
Page 11
0893D10.RES
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<.
-------------------------------------------------------------------------
--------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2..
INITIAL SUBAREA FLOW- LENGTH(FEET) = 163.00
UPSTREAM ELEVATION(FEET) = 60.00
DOWNSTREAM ELEVATION(FEET) = 57.74
ELEVATION DIFFERENCE(FEET) = 2.26
TC = 0.303 *[( 163.00 * *3) /( 2.26)] * *.2 = 5.471
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.969
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8812
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 3.36
TOTAL AREA(ACRES) = 0.96 TOTAL RUNOFF(CFS) = 3.36
FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 1
----------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.47
RAINFALL INTENSITY(INCH /HR) = 3.97
TOTAL STREAM AREA(ACRES) = 0.96
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.36
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 4.18 5.93 3.787 1.20
2 3.36 5.47 3.969 0.96
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC&WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
k it �4 at *:t*ir tr*teat*:4*vk fr at �t it ik aY �t st it at'.t�Y*:t tr is it �t:t it ir'k it st it it �t iY ir+t it �Y it it ti �t*it it ilfai'�t *it t��t st i�it st �t it �t it it i(i'
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 7.21 5.47 3.969
2 7.38 5.93 3.787
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.38 TC(MIN.) = 5.93
TOTAL AREA(ACRES) = 2.16
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 71.00 = 344.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 71.00 TO NODE 19.00 IS CODE = 31
----------------------------------------------------------------------------
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 54.74 DOWNSTREAM(FEET) = 52.21
FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 11.58
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 7.38
PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 6.00
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 19.00 = 389.00 FEET.
Page 12
0893D10.RES
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 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 7.38 6.00 3.763 2.16
LONGEST FLOWPATH FROM NODE 60.00 TO NODE 19.00 = 389.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 12.83 8.04 3.174 5.54
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 19.00 = 1168.00 FEET.
' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 16.95 6.00 3.763
2 19.06 8.04 3.174
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 19.06 TC(MIN.) = 8.04
TOTAL AREA(ACRES) = 7.70
rtrtrtrtrt *rtrt *rtst ir, kir, krtrt* rtrtrtrtrt* rtrtrtrtrti� ,k,t,k:t *rtrtrtrt *rt*rtrtrtrtrt *rtrtrt,Y,t rt itrt * *rtrt'.t,4 it itrt ttrtrtrtrtrtrtrtrtrtrt
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 12
----------------------------------------------------------------------------
» » >CLEAR MEMORY BANK # 1 ««<
rtrtrtrtrtrtrtrtrtrtrtrtir sk ir, krtrtrtrtrtrtrtrtrtrtrt**, k irrtrt *ir ist:krtrtrtir it *rtrtrtrtrtrt.rt rtrt *rtrtrtrtrtrtrtrtrt *ir it rt,krt :trtrtrtrt *rt
FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) 52.21 DOWNSTREAM(FEET) 51.57
FLOW LENGTH(FEET) = 215.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.2 INCHES.
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.89
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 19.06
PIPE TRAVEL TIME(MIN.) = 0.73 TC(MIN.) = 8.78
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 20.00 = 1383.00 FEET.
� rtrtrtrtrtrtirrtrt *,k,k:kir *rticrt irtrtrtrtrtrtrtrt,tir* *itrt,krtrtrtrtrtrtrt,Y fYrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt rt,,k,krtrtrt:rrtrtrtrtrtrtrtrtrt
FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10
» »> MAIN_ STREAM _ MEMORY - COPIED - ONTO - MEMORY - BANK - #_1' < << << -- Y- ___ - -_ --
rtrtrtrt* rti�rtst'. �, k, krtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt *rtrtrtrtrtrtrtrtrtrtrtrt:k irrtrtrt *rtsk,k irrt,kir *i: ,t'.r h fr it it ilrt it task ,k t"k *,t
FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 13
» » >CLEAR THE MAIN - STREAM MEMORY « «<
' rtrtrtrt'.rrt ir, k sk is *icrtrti(rt rtsk, t, krtrtrtrtrt *rtrtrtrtrtrtrtrtrtrtrtrt*rt *rtrtrtrtrtrtrtrtrtrtrtrtir rt,krt *rtrt **rtrtrtsk ::**,krtrtrtrtrtrt
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21
Page 13
I
0893D10.RE5
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 378.00
UPSTREAM ELEVATION(FEET) = 67.14
DOWNSTREAM ELEVATION(FEET) = 59.58
ELEVATION DIFFERENCE(FEET) = 7.56
TC = 0.303 *[( 378.00 * *3) /( 7.56)] * *.2 = 7.118
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.407
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8788
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.61
TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 2.61
FLOW PROCESS FROM NODE 101.00 TO NODE 82.00 IS CODE = 31
----------------------------------------------------------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) 56.58 DOWNSTREAM(FEET) 56.28
FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 3.03
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.61
PIPE TRAVEL TIME(MIN.) = 0.54 TC(MIN.) = 7.66
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 82.00 = 477.00 FEET.
FLOW PROCESS FROM NODE 82.00 TO NODE 82.00 IS CODE = 1
' - -» »> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE <<< < < --------------- - --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.66
RAINFALL INTENSITY(INCH /HR) = 3.26
TOTAL STREAM AREA(ACRES) = 0.87
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.61
it st:t ir:t:t:k st it * st it st it it is * :t it it * it it it it * 1F:t ir:F it it * at * it it it :t :t:t :t :k :t it st it i =:Y ir. st:t:t:Y:Y:t :t a4 it :t:t is it * ie :4 it it it ir:t ir:t it :t
FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 199.00
' UPSTREAM ELEVATION(FEET) = 61.46
DOWNSTREAM ELEVATION(FEET) = 60.46
ELEVATION DIFFERENCE(FEET) = 1.00
TC = 0.303 *[( 199.00 * *3) /( 1.00)] * *.2 = 7.259
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.369
' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8787
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.18
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.18
FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 31
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
' ELEVATION DATA: UPSTREAM(FEET) = 57.46 DOWNSTREAM(FEET) = 56.28
Page 14
0893D10.RES
FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.72
j ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.18
PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 7.33
LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 227.00 FEET.
,4 *tr tc tr,k **ic is *,k is tr,k * *tc'.c ir�tc tr ktc tr:4,T,Y:t it iz *ic*sk it is tc tc� * * * ** *,Y,Y * * * *tc it * * *,k it is is tc ,Y tc * *ic ,Y it i(tc is is **
FLOW PROCESS FROM NODE 82.00 TO NODE 82.00 IS CODE = 1
----------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.33
RAINFALL INTENSITY(INCH /HR) = 3.35
TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.18
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) . (ACRE)
1 2.61 7.66 3.265 0.87
2 1.18 7.33 3.350 0.40
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 3.68 7.33 3.350
2 3.76 7.66 3.265
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
' PEAK FLOW RATE(CFS) = 3.76 TC(MIN.) = 7.66
TOTAL AREA(ACRES) = 1.27
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 82.00 = 477.00 FEET.
FLOW PROCESS FROM NODE 82.00 TO NODE 20.00 IS CODE = 31
--------------------------------------------
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
»» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) 56.28 DOWNSTREAM(FEET) = 51.57
' FLOW LENGTH(FEET) = 394.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.61
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
' PIPE- FLOW(CFS) = 3.76
PIPE TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 8.83
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 20.00 = 871.00 FEET.
tr *tc,4 *,4,k it tr,? ** * * * * * ** * * * * *tr * * *,! *ir to s4:4 *tr,tsY,Y * *tc tr, F is tr,4,t is ir,4 to ic* tr ic*ic,4 ,Y,k,4 is tc *tc tc tr to to ir,t s4 t: *::
FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 11
--------------- ------- ----- ----- ---- ---- ------------ ------------
----------
» »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY« «<
' ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
Page 15
NUMBER (CFS) (MIN.)
1 3.76 8.83
LONGEST FLOWPATH FROM NODE
** MEMORY BANK # 1 CONFLUI
STREAM RUNOFF TC
NUMBER (CFS) (MIN.)
1 19.06 8.78
LONGEST FLOWPATH FROM NODE
0893D10.RES
(INCH /HOUR) (ACRE)
3.006 1.27
100.00 TO NODE 20.00 = 871.00 FEET.
:NCE DATA **
INTENSITY AREA
(INCH /HOUR) (ACRE)
3.018 7.70
111.00 TO NODE . 20.00 = 1383.00 FEET.
rtir'' �* rtrtir, trtrt, trt, t�, t, trtrt�, t, rrtrt; t*, trtrt: t: �*, trtWARNING* rtrt* ir, rrtrrirrt *irrtrt,t *,rrtiri.rt�rtrt *rtrtrtrt,t:rrtrtrt
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
te,n,t,+,tr.,t,t , trt , t,r , t,r,r *,t , t,t : trt,t,t,t rt it rt,t,t:t irrt rt,trtrttr rt,t,t it st rt,t trrt *rt,t irrt *rt rt t * *,t ,t rtrt�ir,t tr ,t,t ,r,t,t :r,t ,t
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 22.79 8.78 3.018
2 22.74 8.83 3.006
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 22.79 TC(MIN.) 8.78
TOTAL AREA(ACRES) = 8.97
rtrtrtrtrtrt* rtrtrtrtrtrtrtirrtrtrtrtrt, trt* rtrtrtrtrtrtrtrtrtrtrtrtrt* rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt *rtrtrtrtrt *rtirrtrtrtrtrtrtrtrtrtrt rtirrtrt
FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12
----------------------------------------------------------------------------
» »>CLEAR MEMORY BANK # 1 ««<
rtrtrtrtrtrt* rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt** rtrtirrtrtrtrtrt* rtrtrt** rtrtirrtrtrtrtrtrtrtrtrt ,trtrtrtrtrtrtrtrtrt *rtrtrt *rtrtitrtrtrt,trt is
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31
----------------------------------------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 51.57 DOWNSTREAM(FEET) = 51.18
FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.17
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 22.79
PIPE TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 9.19
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 21.00 = .1513.00 FEET.
rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt* rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt rt, trtrtrtrtrtrt * *,trtrtrtrtrtrtrtrtrt *rtrtrtrtrtrt,t irrtrtrtrt*
' -
- FLOW - PROCESS - FROM - NODE ---- - --- - ««
O- NODE - - - -- 21_00 -IS- CODE- _
» » --- 1---- - - - - --
-- >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <
--------------------=____-_----------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.19
RAINFALL INTENSITY(INCH /HR) = 2.94
TOTAL STREAM AREA(ACRES) = 8.97
PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.79
rtrtrt* rtrtrtrtrtrtrtrtrtrtrtrtirrtrtrtrtrtrtrtirrtrtrtrt ,trtrtrtrtrtirrt irrt rtrtrt, trtrtrtrtrtrtrtrtrtrtrt ,t*rtirrtrtrtrtrtirrtrtrtrtrtrtrtrtrtrtrtrt
FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21
----------------------------------------------------------------------------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
- - --------------- - - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 394.00
UPSTREAM ELEVATION(FEET) = 62.30
DOWNSTREAM ELEVATION(FEET) = 58.87
Page 16
� I
0893D10.RE5
ELEVATION DIFFERENCE(FEET) = 3.43
TC = 0.303 *[( 394.00 * *3) /( 3.43)) * *.2 = 8.547
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.064
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8771
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.85
TOTAL AREA(ACRES) = 0.69 TOTAL RUNOFF(CFS) = 1.85
FLOW PROCESS FROM NODE 91.00 TO NODE 21.00 IS CODE = 91
--- - ------------------------------------------------------------------------
» »> COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« «<
UPSTREAM NODE ELEVATION(FEET) = 58.87 .
DOWNSTREAM NODE ELEVATION(FEET) = 58.09
CHANNEL LENGTH THRU SUBAREA(FEET) = 151.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.050
PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0050
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 0.50
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.941
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8764
SOIL CLASSIFICATION IS "B"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.40
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 4.02
AVERAGE FLOW DEPTH(FEET) = 0.16 FLOOD WIDTH(FEET) = 12.54
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.63 - TC(MIN.) = 9.17
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.09
TOTAL AREA(ACRES) = 1.89 PEAK FLOW RATE(CFS) = 4.95
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.18 FLOOD WIDTH(FEET) = 14.60
FLOW VELOCITY(FEET /SEC.) = 4.39 DEPTH *VELOCITY(FT *FT /SEC) = 0.77
LONGEST FLOWPATH FROM NODE 90.00 TO NODE 21.00 = 545.00 FEET.
FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1
----------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
' - » » >AND- COMPUTE VARIOUS - CONFLUENCED- STREAM - VALUES< < < << --------------- -
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.17
RAINFALL INTENSITY(INCH /HR) = 2.94
TOTAL STREAM AREA(ACRES) = 1.89
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.95
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 22.79 9.19 2.937 8.97
2 4.95 9.17 2.941 1.89
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
_ :4,4 irrt *ir * *ir ir,t,4ir,4,4,4 it it k,4ir,t,4,4,4 is tr,4 irrt * *,4 it ir,tir:4 it s4,4 it ir,tir,'r frrt itrt rttr it ir,4,4ir ,4rt it ,4 s4 s4 it ,4,4 ,4 it iert *rt *ir
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 27.69 9.17 2.941
2 27.73 9.19 2.937
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
Page 17
r
� I
7
Page 18
0893D10.RES
PEAK FLOW RATE(CFS) =
27.73
TC(MIN.) _ 9.19
TOTAL AREA(ACRES) =
10.86
'
LONGEST FLOWPATH FROM
NODE 111.00 TO NODE 21.00 = 1513.00 FEET.
END OF STUDY SUMMARY:
TOTAL ACRES)---
1086
MIN )- = 19
'
PEAK FLOW RATE(CFS)
FLOW
-- - -_
27.73
- -- -
- -TC(
- - - - -9 -'---------------
---------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
'
0
7
Page 18
APPENDIX C
Catch Basin Sizing
Calculations
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering Software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1264
Analysis prepared by:
RBF Consulting
14725 Alton Parkway
Irvine, CA 92618
------------------------------------------------------------------------
TIME /DATE OF STUDY: 17:11 11/07/2008
---=--------------------------------------------------------------------
------------------------------------------------------------------------
Problem Descriptions:
Catch Basin at Node 21
Sump Condition
100 -Year Discharge = 8.08 cfs
>>>>SUMP TYPE BASIN INPUT INFORMATION <<<<
------------------------------------------------------------------ - - - - --
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 8.08
BASIN OPENING(FEET) = 0.83
DEPTH OF WATER(FEET) = 0.83
>> >>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.46
e
Worksheet for Grate Inlet at Node 31
Solve For Spread
Discharge
7.46
ft /s
Gutter Width
3.00
ft
Gutter Cross Slope
0.01
ft/ft
Road Cross Slope
10.01
• ft/ft
Grate Width
2.00
ft
Grate Length
2.00
ft
Local Depression
1.00
in
Local Depression Width
3.00
ft
Grate Type
P -50 mm x 100 mm (P- 1- 7/8 "-4 ")
Clogging
50.00
%
Spread
70.70 ft
Depth
0.71 ft
Gutter Depression
0.00 ft
Total Depression
0.08 ft
Open Grate Area
1.60 ft'
Active Grate Weir Length
4.00 ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.071.00]
101812008 1:54:05 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203- 755 -1666 • Page 1 of 1
Worksheet for Grate Inlet at Node 42
Solve For Spread
Discharge
7.50
ft /s
Gutter Width
3.00
ft
Gutter Cross Slope
0.02
ft/ft
Road Cross Slope
0,02
ft/ft
Grate Width
2.00
ft
Grate Length
2.00
ft
Local Depression
1.00
in
Local Depression Width
3.00
ft
Grate Type
P -50 mm x 100 mm (P- 1- 7/8 "-4 ") ,
Clogging
50.00
%
Spread
36.26 ft
Depth
0.73 ft
Gutter Depression
0.00 ft
Total Depression
0.08 ft
Open Grate Area
1.60 ft'
Active Grate Weir Length
4.00 ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00],,
10/8/2008 2:01:41 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203- 755 -1666 Page 1 of 1
i
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering Software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1264
' Analysis prepared by:
RBF Consulting
14725 Alton Parkway
' Irvine, CA 92618
1
------------------------------------------------------------------------
TIME /DATE OF STUDY: 13:00 10/08/2008
1.00
0.33
1.50
Problem Descriptions
2.00
Madison Square
4.50
Catch Basin at Node 51
'
100 -Year Storm
'
*
» » FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« «
> >>
------------------------------------------------------------------------
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
'
STREETFLOW(CFS) = 1.65
GUTTER FLOWDEPTH(FEET) = 0.26
'
BASIN LOCAL DEPRESSION(FEET) = 0.33
------------------------------------------------------------------------
' FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH FLOW INTERCEPTION
0.66
0.23
1.00
0.33
1.50
0.48
2.00
0.64
2.50
0.79
3.00
0.91
3.50
1.04
4.00
1.15
4.50
1.25
'
5.00
1.34
G
5.50
1.43
6.00
1.52
6.50
1.60
'
6.79
1.65
-----------------------------------------------------
Worksheet for Grate Inlet at Node 61
Solve For Spread
Discharge
6.79
ft /s
Gutter Width
3.00
ft
Gutter Cross Slope
• 0.01
ft/ft
Road Cross Slope
0.01
ft/ft
Grate Width
2.00
ft
Grate Length
2.00
ft
Local Depression
1.00
in
Local Depression Width
3.00
ft
Grate Type
P -50 mm x 100 mm (P-1-7/8"-4")
Clogging
50.00
%
Spread
46.73 ft
Depth
0.66 ft
Gutter Depression
0.00 ft
Total Depression
0.08 ft
Open Grate Area
1.60 ft'
Active Grate Weir Length
4.00 ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.001
10/812008 2:04:39 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA •+1- 203 - 755.1666 Page 1 of 1
Solve For
Worksheet for Grate Inlet at Node 71,-
Spread
Discharge
5.46
W/s
Gutter Width
3.00
ft
Gutter Cross Slope
0.01
ft/ft
Road Cross Slope
0.01
ft/ft
Grate Width
2.00
ft
Grate Length
2.00
ft
Local Depression
1.00
in
Local Depression Width
3.00
ft
Grate Type
P -50 mm x 100 mm (P- 1- 7/8 "-4 ")
Clogging
50.00
Spread
47.31
ft
Depth
0.57
ft
Gutter Depression
0.00
ft
Total Depression
0.08
ft
Open Grate Area
1.60
ft'
Active Grate Weir Length
4.00
ft
10/8/2008 2:09:03 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [06.01.071.00]
27 Siemons Company Drive Suite 200 W Watertown,'CT 06795 USA +1 -203- 755 -1666 Page 1 of 1
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering Software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1264
Analysis prepared by:
RBF Consulting
14725 Alton Parkway
Irvine, CA 92618
------------------------------------------------------------------------
TIME /DATE OF STUDY: 13:04 10/08/2008
------------------------------------------------------------------------
------------------------------------------------------------------------
Problem Descriptions:
Madison Square
Catch Basin at Node 101
100 -Year Storm
>>>>SUMP TYPE BASIN INPUT INFORMATION <<<<
------------------------------------------------------------------ - - - - --
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 4.24
BASIN OPENING(FEET) = 0.83
DEPTH OF WATER(FEET) = 0.83
>>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.82
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering Software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1264
Analysis prepared by:
REF Consulting
14725 Alton Parkway
Irvine, CA 92618
------------------------------------------------------------------------
TIME /DATE OF STUDY: 13:28 10/08/2008
------------------------------------------------------------------------
------------------------------------------------------------------------
Problem Descriptions:
Madison Square
Catch Basin at Node
100 -Year Storm
>>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION <<<<
------------------------------------------------------------------ - -- - --
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 2.19
GUTTER FLOWDEPTH(FEET) = 0.27
BASIN LOCAL DEPRESSION(FEET) = 0.33
------------------------------------------------------------------------
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH
FLOW INTERCEPTION
0.87
0.30
1.00
0.35
1.50
0.51
2.00
0.67
2.50
0.84
3.00
1.00
3.50
1.13
4.00
1.26
4.50
1.39
5.00
1.51
5.50
6.00
6.50
00
7.50
8.00
8.50
8.66
By
1.62
1.71
1.81
1.
1.99
2.08
2.16
2.19
�-eL,
4--
S
o, 99
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering Software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1264
Analysis prepared by:
RBF Consulting
14725 Alton Parkway
Irvine, CA 92618
------------------------------------------------------------------------
TIME /DATE OF STUDY: 13:39 10/08/2008
------------------------------------------------------------------------
------------------------------------------------------------------------
Problem Descriptions:
Madison Square
Catch Basin at Node 112
100 -Year Storm
***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
>>>>STREETFLOW MODEL INPUT INFORMATION <<<<
CONSTANT STREET GRADE(FEET /FEET) = 0.005300
CONSTANT STREET FLOW(CFS) = 5.77
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 54.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLOW MODEL RESULTS:
------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.44
' HALFSTREET FLOOD WIDTH(FEET) = 16.22
AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.08
PRODUCT OF DEPTH &VELOCITY = 0.92
7
�1
I
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
'
(C) Copyright 1982 -2006 Advanced Engineering Software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1264
Analysis prepared by:
RBF Consulting
14725 Alton Parkway
'
Irvine, CA 92618
------------------------------------------------------------------------
TIME /DATE OF STUDY: 13:42 10/08/2008
1
Problem Descriptions
Madison Square
Catch Basin at Node 112
100 -Year Storm
'
>>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<< <<
------------------------------------------------------------------------
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 5.77
GUTTER FLOWDEPTH(FEET) = 0.44
'
BASIN LOCAL DEPRESSION(FEET) = 0.33
'
------------------------------------------------------------------------
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH FLOW INTERCEPTION
1.36 0.89
'
1.50 0.97
2.00 1.27
2.50 1.57
3.00 1.87
3.50 2.16
4.00 2.45
4.50 2.71
5.00 2.95
'
5.50 3.18
I
11
L
6.00
3.41
6.50
3.63
7.00
3.84
7.50
4.05
8.00
4.24
8.50
4.42
9.00
4.58
9.50
4.74
0.00
4.88
10.50
5.02
11.00
5.16
11.50
5.29
12.00
5.41
12.50
5.52
13.00
5.64
13.50
5.74
13.63
5.77
f
APPENDIX D
Unit Hydrograph
Calculations
1.
'1
1
ice' 1
I
4. ■
PLANNING 0 DESIGN M
CONSTRUCTION
800.479.3808 • -.RSF.com
jzjA-6-1801
/Van-Veat
54orev- V-610vixvps
JOBNAME
JOB NO. (94>
SHEET NO. — / — OF
DESIGNED BY DATE T— /9 —PS
CHECKED BY
DATE
I. pi 0151
08933100.out
' u n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, version 7.0
Study date 09/19/08 File: 08933100.out
+++++++++++++++++++++++++++++++++++++++++ + +++++++++++++++++++ +++++++++++
-------------------------------------------- ------- --------------- - - - - --
� I
Riverside County synthetic unit Hydrology Method
RCFC & WCD Manual date - April 1978
'
Program License serial Number 6029
---------------------------------------------------------------------
English (in -lb) Input units used
English Rainfall Data (Inches) Input values used
English units used in output format
'
-------- -- - - - -- ----------------
Drainage Area - 8.50(AC.) - 0.013 sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 8.50(AC.) = 0.013 Sq. Mi.
Length along longest watercourse = 810.00(Ft.)
Length along longest watercourse measured to centroid =
405.00(Ft.)
'
Length along longest watercourse = 0.153 Mi.
Length along longest watercourse measured to centroid =
0.077 Mi.
Difference in elevation = 6.00(Ft.)
slope along watercourse = 39.1111 Ft. /Mi.
Average manning's 'N' = 0.030
'
Lag time = 0.066 Hr.
Lag time = 3.98 Min.
ot.��`� "I
25% of lag time = 0.99 Min.
40% of lag time = 1.59 Min.
v
unit time = 5.00 Min.
Duration of storm = 3 Hour(s)
'
user Entered Base Flow = 0.00(CFS)
%(� GLe_`
2 YEAR Area rainfall data:
Area(AC.)[1] Rainfall(in)[2] weighting[1'2]
8.50 0.70 5.95
100 YEAR Area rainfall data:
Area(AC.)[1] Rainfall(In)[2] weighting[1 °2]
8.50 2.70 22.95
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 0.700(In)
'
Area Averaged 100 -Year Rainfall T 2.700(In)
Point rain (area averaged) = 2.700(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 2.700(In)
'
sub -Area Data:
Area(AC.) Runoff index impervious %
8.500 79.60 0.000
'
Total Area Entered = 8.50(AC.)
RI RI Infil. Rate Impervious Adj. infil. Rate Area%
F
AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.)
(In /Hr)
79.6 79.6 0.249 0.000 0.249 1.000
0.249
sum (F) =
0.249
'
Area averaged mean soil loss F (in/Hr) 0.249
Minimum soil loss rate ((In /Hr))
(for 24 hour storm duration)
soil low loss rate (decimal) = 0.900
'
----------------------------------- - - - - -- ---------------
- - - - --
Page 1
� I
08933100.out
U n i t H y d r o g r a p h
DESERT- S_Curve
'
----------------------
-- ------------------------------
Hydrograph Data
------
Unit time
- - - - -- --- -Unit
period
-------------------------------------------------
Time % of lag Distribution unit
Hydrograph
(hrs)
Graph %---
-------------------------------------
1
0.083
- - - - --
125.652 25.194
- - -----
------ - - - - --
2.158
2
0.167
251.303 50.073
4.289
3
0.250
376.955 13.990
1.198
4
0.333
502.606 5.886
0.504
5
0.417
628.258 2.746
0.235
'
6
0.500
753.909 1.437
0.123
7
0.583
879.561 0.673
0.058
-----------------------------------------------------------------------
Sum = 100.000 Sum=
8.566
'
Unit
Time
Pattern
Storm Rain Loss rate(In. /Hr)
Effective
(Hr.)
Percent
(in /Hr) Max 1 Low
(In /Hr)
1
0.08
1.30
0.421 0.249 - --
0.17
2
0.17
1.30
0.421 0.249 - --
0.17
3
0.25
1.10
0.356 0.249 - --
0.11
'
4
0.33
1.50
0.486 0.249
0.24
5
0.42
1.50
0.486 0.249
0.24
6
0.50
1.80
0.583 0.249 - --
0.33
7
0.58
1.50
0.486 0.249 - --
0.24
8
0.67
1.80
0.583 0.249
0.33
9
0.75
1.80
- --
0.583 0.249
0.33
10
0.83
1.50
0.486 0.249
0.24
11
0.92
1.60
0.518 0.249 - --
0.27
12
1.00
1.80
0.583 0.249 - --
0.33
13
1.08
2.20
0.713 0.249 - --
0.46
14
1.17
2.20
0.713 0.249 - --
0.46
'
15
1.25
2.20
0.713 0.249
0.46
16
1.33
2.00
0.648 0.249
0.40
17
1.42
2.60
0.842 0.249 - --
0.59
18
1.50
2.70
0.875 0.249 - --
0.63
19
1.58
2.40
0.778 0.249 - --
0.53
'
20
1.67
2.70
0.875 0.249
0.63
21
1.75
3.30
1.069 0.249
0.82
22
1.83
3.10
1.004 0.249 - --
0.76
23
1.92
2.90
0.940 0.249 - --
0.69
24
2.00
3.00
0.972 0.249
0.72
25
2.08
3.10
- --
1.004 0.249
0.76
'
26
2.17
4.20
1.361 0.249
1.11
27
2.25
5.00
1.620 0.249
1.37
28
2.33
3.50
1.134 0.249 - --
0.89
29
2.42
6.80
2.203 0.249 - --
1.95
30
2.50
7.30
2.365 0.249 - --
2.12
31
2.58
8.20
2.657 0.249
2.41
32
2.67
5.90
1.912 0.249
1.66
33
2.75
2.00
0.648 0.249 - --
0.40
34
2.83
1.80
0.583 0.249 - --
0.33
35
2.92
1.80
0.583 0.249 - --
0.33
36
3.00
0.60
0.194 0.249 0.175
0.02
'
Sum =
100.0
sum =
23.5
Flood
volume = Effective rainfall 1.96(In)
times area
8.5(AC.) /[(In) /(Ft.)1 = 1.4(AC.Ft)
Total
soil loss
= 0.74(In)
Total
soil loss
= 0.524(AC.Ft)
Total
rainfall
= 2.70(In)
Flood
volume =
60472.3 Cubic Feet
Total
soil loss
= 22833.1 cubic Feet
'
--------------------------------------------------------------------
Peak flow rate of this hydrograph-= ----- 17_890(CFS)-------------------------------------------------------------
++++++++++++++.++++++++++++++++++++++ + + + + + + + + ++++ + + ++ + + + + + ++++ +++ + ++
3 - H O U R S T O R M
R u n o f f H y d r o g r a p h
'
--------------------------------------------------------------------
Hydrograph
in 5 Minute intervals ((CFS))
Time(h+m)
------ - - - - --
volume AC.Ft
-----------------------------------------------------
Q(CFS) 0 5.0 10.0
15.0 20.0
-----------------------------------------------------------------------
0+ 5
0.0026
0.37 Q I I
I I
'
0 +10
0.0102
1.11 v Q I I
1 1
Page 2
Page 3
08933100.out
0 +15
0.0184
1.18
v Q I I I I
0+20
0.0271
1.27
v Q
'
0 +25
0.0394
1.79
Iv Q
0 +30
0.0541
2.14
Iv Q I
0 +35
0.0707
2.41
I v Q I I I
0 +40
0.0868
2.34
I v Q
0 +45
0.1055
2.70
I v Q I I
0 +50
0.1233
2.59
I v Q I I I I
0+55
0.1390
2.28
I Q I
Page 3
08936100.out
' u n i t H y d r o g r a p h A n a l y s i s
Copyright (C) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0
Study date 09/19/08 File: 08936100.out
I +++++++++++++++++++++++++++++++++++++++++ + +++ +++++++++++++++++++++ +++ +++
------------------------------------------------------------------ - - - - --
Riverside county synthetic unit Hydrology Method
RCFC & WCD Manual date - April 1978
' Program License serial Number 6029
---------------------------------------------------------------------
' English (in -lb)) Input units used
English Rainfall Data (inches) input values used
English units used in output format
---------------------------------------------------------------------
--------------------------------------------------------------------
Drainage Area = 8.50(AC.) = 0.013 Sq.-Mi.
Drainage Area for Depth -Area Areal Adjustment = 8.50(AC.) = 0.013 Sq. Mi.
Length along longest watercourse = 810.00(Ft.)
Length along longest watercourse measured to centroid = 405.00(Ft.)
Length along longest watercourse = 0.153 Mi.
Length along longest watercourse measured to centroid = 0.077 Mi.
Difference in elevation = 6.00(Ft.)
Slo a alon watercourse = 39 1111 Ft /Mi
Average Manning's 'N' = 0.030
Lag time = 0.066 Hr.
®z> r�l` �� H
l
Lag time g 3.98 Min.
25% lag 0.99
�'�
of time = Min.
40% of lag time = Min.
Unit time = 5.00 Minn. .
�A
e /. C9 �G_�
-
Duration of storm = 6 Hour(s)
.
user Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
d
Area(AC.)[11 Rainfall(In)[21 weighting[1 °21
8.50 0.90 7.65
100 YEAR Area rainfall data:
Area(AC.)[11 Rainfall(in)[21 weighting[1*21
8.50 3.20 27.20
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 0.900(In)
Area Averaged 100 -Year Rainfall = 3.200(In)
Point rain (area averaged) = 3.200(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 3.200(In)
sub -Area Data:
Area(AC.) Runoff index impervious %
8.500 79.60 0.000
Total Area Entered = 8.50(AC.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area%
F
AMc2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.)
(In /Hr)
79.6 79.6 0.249 0.000 0.249 1.000
0.249
Sum (F) =
0.249
Area averaged mean soil loss (F) (in /Hr) = 0.249
Minimum soil loss rate ((In /Hr)) = 0.124
(for 24 hour storm duration)
soil low loss rate (decimal) = 0.900
---------------------------------------------------------------
- - - - --
Page 1
Page 2
08936100.out
u n i t H y d
r o g r a p h
-- -----
- - - - --
DESERT
-----------------------------------------------
S -Curve
1
unit Hydrograph Data
--------------- -
unit time period
-------------------------------------------------
Time % of lag Distribution unit
Hydrograph
(hrs)
Graph %
----
1
- -------------------
0.083
-
125.652
- - - -- - --------------------------
25.194
2.158
2
0.167
251.303
50.073
4.289
3
0.250
376.955
13.990
1.198
4
0.333
502.606
5.886
0.504
5
0.417
628.258
2.746
0.235
6
0.500
753.909
1.437
0.123
7
0.583
879.561
0.673
0.058
-----------------------------------------------------------------------
sum = 100.000 Sum=
8.566
unit
Time
Pattern
storm Rain
Loss rate(In. /Hr)
Effective
(Hr.)
Percent
(In /Hr)
Max I Low
(In /Hr)
1
0.08
0.50
0.192
0.249 0.173
0.02
2
0.17
0.60
0.230
0.249 0.207
0.02
3
0.25
0.60
0.230
0.249 0.207
0.02
'
4
0.33
0.60
0.230
0.249 0.207
0.02
5
0.42
0.60
0.230
0.249 0.207
0.02
6
0.50
0.70
0.269
0.249 - --
0.02
7
0.58
0.70
0.269
0.249 - --
0.02
8
0.67
0.70
0.269
0.249 - --
0.02
9
0.75
0.70
0.269
0.249
0.02
'
10
0.83
0.70
0.269
0.249
0.02
11
0.92
0.70
0.269
0.249 - --
0.02
12
1.00
0.80
0.307
0.249 - --
0.06
13
1.08
0.80
0.307
0.249 - --
0.06
14
1.17
0.80
0.307
0.249 - --
0.06
'
15
1.25
0.80
0.307
0.249
0.06
16
1.33
0.80
0.307
0.249
0.06
17
1.42
0.80
0.307
0.249 - --
0.06
18
1.50
0.80
0.307
0.249 - --
0.06
19
1.58
0.80
0.307
0.249 - --
0.06
'
20
1.67
0.80
0.307
0.249
0.06
21
1.75
0.80
0.307
0.249
0.06
22
1.83
0.80
0.307
0.249 - --
0.06
23
1.92
0.80
0.307
0.249 - --
0.06
24
2.00
0.90
0.346
0.249
0.10
25
2.08
0.80
0.307
- --
0.249
0.06
'
26
2.17
0.90
0.346
0.249
0.10
27
2.25
0.90
0.346
0.249
0.10
28
2.33
0.90
0.346
0.249 - --
0.10
29
2.42
0.90
0.346
0.249 - --
0.10
30
2.50
0.90
0.346
0.249 - --
0.10
'
31
2.58
0.90
0.346
0.249
0.10
32
2.67
0.90
0.346
0.249
0.10
33
2.75
1.00
0.384
0.249 - --
0.14
34
2.83
1.00
0.384
0.249 - --
0.14
35
2.92
1.00
0.384
0.249
0.14
36
3.00
1.00
0.384
- --
0.249
0.14
37
3.08
1.00
0.384
0.249
0.14
38
3.17
1.10
0.422
0.249
0.17
39
3.25
1.10
0.422
0.249 - --
0.17
40
3.33
1.10
0.422
0.249 - --
0.17
41
3.42
1.20
0.461
0.249
0.21
42
3.50
1.30
0.499
=__
0.249
0.25
43
3.58
1.40
0.538
0.249
0.29
44
3.67
1.40
0.538
0.249 - --
0.29
45
3.75
1.50
0.576
0.249 - --
0.33
46
47
3.83
3.92
1.50
1.60
0.576
0.614
0.249 - --
0.249
0.33
0.37
48
4.00
1.60
0.614
0.249
0.37
49
4.08
1.70
0.653
0.249
0.40
50
4.17
1.80
0.691
0.249 - --
0.44
51
4.25
1.90
0.730
0.249 - --
0.48
52
4.33
2.00
0.768
0.249 - --
0.52
53
4.42
2.10
0.806
0.249
0.56
54
4.50
2.10
0.806
0.249
0.56
S5
4.58
2.20
0.845
0.249 - --
0.60
56
4.67
2.30
0.883
0.249 - --
0.63
57
4.75
2.40
0.922
0.249 - --
0.67
58
4.83
2.40
0.922
0.249 - --
0.67
Page 2
Page 3
I I
� I
08936100.out
59 4.92
2.50
0.960
0.249
0.71
60 5.00
2.60
0.998
0.249 - --
0.75
'
61 5.08
3.10
1.190
0.249
0.94
62 5.17
3.60
1.382
0.249
1.13
63 5.25
3.90
1.498
0.249 - --
1.25
64 5.33
4.20
1.613
0.249 - --
1.36
65 5.42
4.70
1.805
0.249
1.56
66 5.50
5.60
2.150
- --
0.249
1.90
'
67 5.58
1.90
0.730
0.249
0.48
68 5.67
0.90
0.346
0.249
0.10
69 5.75
0.60
0.230
0.249 0.207
0.02
70 5.83
0.50
0.192
0.249 0.173
0.02
71 5.92
0.30
0.115
0.249 0.104
0.01
'
72 6.00
0.20
0.077
0.249 0.069
0.01
Sum T
100.0
Sum =
21.2
Flood
volume = Effective rainfall 1.76(In)
times
area
8.5(AC.) /[(In) /(Ft.)] = 1.2(AC.Ft)
Total
Total
soil loss =
soil loss =
1.44(In)
1.017(AC.Ft)
'
Total
rainfall =
3.20(in)
Flood
volume =
54444.6 Cubic Feet
Total
soil loss =
44288.5
cubic Feet
--------------------------------------------------------------------
Peak
flow rate of this hydrograph-= ----- 13_476(CFS)-------------------------------------------------------------
'
+++++++++++++++++++++++++++++++++++++ + + + +++ + + + + +++ + + + +
+ + + +++ + +++++++
6 - H O U R
S T O R M
--------------------------------------------------------------------
R
u n o f f
H y d r o g r a p h
'
Hydrograph in 5
Minute intervals ((CFS))
------ - - - - -- ----------
Time(h+m) volume AC.Ft
----------
Q(CFS) 0
------ ---------- --------
5.0 10.0
------------
15.0 20.0
-----------------------------------------------------------------------
0+ 5
0.0003
0.04 Q
I I
I I
'
0 +10
0.0012
0.13 Q
I I
0 +15
0.0024
0.17 Q
0 +20
0.0037
0.19 Q
0 +25
0.0050
0.19 Q
III
0 +30
0.0063
0.19 Q
I
'
0 +35
0.0075
0.18 Q
I
I
0+40
0.0087
0.17 Q
I I
I I
0+45
0.0099
0.17 Q
I I
I I
0 +50
0.0111
0.17 Q
I I
I I
0+55
0.0123
0.17 Q
I I
I
1+ 0
0.0140
0.25 Q
I I
I
1+ 5
0.0169
0.42 Q
I I
1 +10
0.0201
0.47 Q
1 +15
0.0235
0.49 Q
1 +20
0.0269
0.49 Q
I
I
1 +25
0.0303
0.50 Q
I
I I
'
1 +30
0.0338
0.50 IQ
I I
I I
1 +35
0.0372
0.50 IQ
I I
I I
1 +40
0.0407
0.50 IQ
I I
I I
1 +45
0.0441
0.50 IQ
I I
I
1 +50
1+55
0.0476
0.0510
0.50 IQ
0.50 IQ
I I.
I I
I
I I
'
2+ 0
0.0551
0.58 IQ
I I
I
2+ 5
0.0596
0.67 Q
I I
2 +10
0.0640
0.63 Qv
I
2 +15
0.0693
0.77 QV
2 +20
0.0748
0.80 QV
2 +25
0.0804
0.82 QV
2 +30
0.0861
0.83 IQv
2 +35
0.0918
0.83 IQV
I !
I I
2 +40
0.0976
0.83 IQ v
I I
I
Page 3
I I
� I
089324100.out
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0
study date 09/19/08 File: 089324100.out
' +++++++++++++++++++++++++++++++++++++++++ ++++ + +++++ + ++++++ +++ + + + + + ++++++
------------------------------------------------------------------------
Riverside County synthetic unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License serial Number 6029
---------------------------------------------------------------------
English (in -lb) input Units used
English Rainfall Data (inches) input values used
English Units used in output format
---------------------------------------------------------------------
--------------------------------------------------------------------
Drainage Area = 8.50(AC.) = 0.013 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 8.50(AC.) _
Length along longest watercourse = 810.00(Ft.)
Length along longest watercourse measured to centroid = 405.00(Ft.)
Length along longest watercourse = 0.153 Mi.
Length along longest watercourse measured to centroid = 0.077 Mi.
Difference in elevation = 6.00(Ft.)
Slope along watercourse = 39.1111 Ft. /Mi.
0.013 sq. Mi.
4e, SkaPw\j
o \J ati.2_
Average Manning s N = 0.030 q -�
Lag time = 0.066 Hr. �9
Lag time = 3.98 Min. r
25% of lag time = 0.99 Min.
40% of lag time = 1.59 Min.
unit time = 5.00 Min. °
Duration of storm = 24 Hour(s)
user Entered ease Flow = 0.00(CFS) o _
2 YEAR Area rainfall data:
Area(AC.)[1] Rainfall(In)[2] Weighting[1=2]
8.50 1.20 10.20
100 YEAR Area rainfall data:
Area(AC.)[1] Rainfall(in)[2] weighting[1 *2]
8.50 4.25 36.13
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 1.200(In)
Area Averaged 100 -Year Rainfall =. 4.250(In)
Point rain (area averaged) = 4.250(In)
Areal adjustment factor - 100.00 %
Adjusted average point rain = 4.250(In)
Sub -Area Data:
Area(AC.) Runoff index Impervious %
8.500 79.60 0.000
Total Area Entered = 8.50(AC.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC -2 (in /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr)
79.6 79.6 0.249 0.000 0.249 1.000 0.249
Sum (F) = 0.249
Area averaged mean soil loss (F) (in /Hr) = 0.249
Minimum soil loss rate ((in /Hr)) = 0.124
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------- - - - - --
Page 1
089324100.out
u n i t H y d r o g r a p h
DESERT S -Curve
--------------------------------------------------------------------
unit Hydrograph Data
---------------------------------------------------------------------
unit time period
Time % of
lag Distribution
unit Hydrograph
(hrs)
Graph
%
(CFS)
---------------------------------------------------------------------
1
0.083
125.652
25.194
2.158
2
0.167
251.303
50.073
4.289
3
0.250
376.955
13.990
1.198
4
0.333
502.606
5.886
0.504
5
0.417
628.258
2.746
0.235
6
0.500
753.909
1.437
0.123
7
0.583
879.561
0.673
0.058
---------------------------------------------------------------------
sum = 100.000
Sum=
8.566
unit
Time
Pattern
Storm Rain
Loss rate(In. /Hr)
Effective
(Hr.)
Percent
(In /Hr)
Max
I LOW
(In /Hr)
1
0.08
0.07
0.034
0.441
0.031
0.00
2
0.17
0.07
0.034
0.439
0.031
0.00
3
0.25
0.07
0.034
0.438
0.031
0.00
4
0.33
0.10
0.051
0.436
0.046
0.01
5
0.42
0.10
0.051
0.434
0.046.
0.01
6
0.50
0.10
0.051
0.432
0.046
0.01
7
0.58
0.10
0.051
0.431
0.046
0.01
8
0.67
0.10
0.051
0.429
0.046
0.01
9
0.75
0.10
0.051
0.427
0.046
0.01
10
0.83
0.13
0.068
0.426
0.061
0.01
11
0.92
0.13
0.068
0.424
0.061
0.01
12
1.00
0.13
0.068
0.422
0.061
0.01
13
1.08
0.10
0.051
0.421
0.046
0.01
14
1.17
0.10
0.051
0.419
0.046
0.01
15
1.25
0.10
0.051
0.417
0.046
0.01
16
1.33
0.10
0.051
0.416
0.046
0.01
17
1.42
0.10
0.051
0.414
0.046
0.01
18
1.50
0.10
0.051
0.412
0.046
0.01
19
1.58
0.10
0.051
0.411
0.046
0.01
20
1.67
0.10
0.051
0.409
0.046
0.01
21
1.75
0.10
0.051
0.407
0.046
0.01
22
1.83
0.13
0.068
0.406
0.061
0.01
23
1.92
0.13
0.068
0.404
0.061
0.01
24
2.00
0.13
0.068
0.403
0.061
0.01
25
2.08
0.13
0.068
0.401
0.061
0.01
26
2.17
0.13
0.068
0.399
0.061
0.01
27
2.25
0.13
0.068
0.398
0.061
0.01
28
2.33
0.13
0.068
0.396
0.061
0.01
29
2.42
0.13
0.068
0.394
0.061
0.01
30
2.50
0.13
0.068
0.393
0.061
0.01
31
2.58
0.17
0.085
0.391
0.076
0.01
32
2.67
0.17
0.085
0.390
0.076
0.01
33
2.75
0.17
0.085
0.388
0.076
0.01
34
2.83
0.17
0.085
0.386
0.076
0.01
35
2.92
0.17
0.085
0.385
0.076
0.01
36
3.00
0.17
0.085
0.383
0.076
0.01
37
3.08
0.17
0.085
0.382
0.076
0.01
38
3.17
0.17
0.085
0.380
0.076
0.01
39
3.25
0.17
0.085
0.378
0.076
0.01
40
3.33
0.17
0.085
0.377
0.076
0.01
41
3.42
0.17
0.085
0.375
0.076
0.01
42
3.50
0.17
0.085
0.374
0.076
0.01
43
3.58
0.17
0.085
0.372
0.076
0.01
44
3.67
0.17
0.085
0.371
0.076
0.01
45
3.75
0.17
0.085
0.369
0.076
0.01
46
3.83
0.20
0.102
0.368
0:092
0.01
47
3.92
0.20
0.102
0.366
0.092
0.01
48
4.00
0.20
0.102
0.364
0.092
0.01
49
4.08
0.20
0.102
0.363
0.092
0.01
50
4.17
0.20
0.102
0.361
0.092
0.01
51
4.25
0.20
0.102
0.360
0.092
0.01
52
4.33
0.23
0.119
0.358
0.107
0.01
53
4.42
0.23
0.119
0.357
0.107
0.01
54
4.50
0.23
0.119
0.355
0.107
0.01
55
4.58
0.23
0.119
0.354
0.107
0.01
56
4.67
0.23
0.119
0.352
0.107
0.01
57
4.75
0.23
0.119
0.351
0.107
0.01
58
4.83
0.27
0.136
0.349
0.122
0.01
Page 2
089324100.out
59 4.92 0.27 0.136 0.348 0.122 0.01
■ 136 11.33 0.63 0.323 0.243 ___ 0.08
137 11.42 0.63 0.323 0.242 0.08
Page 3
60
5.00
0.27
0.136
0.346
0.122
0.01
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61
5.08
0.20
0.102
0.345
0.092
0.01
62
5.17
0.20
0.102
0.343
0.092
0.01
63
5.25
0.20
0.102
0.342
0.092
0.01
64
5.33
0.23
0.119
0.340
0.107
0.01
'
65
66
5.42
5.50
0.23
0.23
0.119
0.119
0.339
0.337
0.107
0.107
0.01
0.01
67
5.58
0.27
0.136
0.336
0.122
0.01
68
5.67
0.27
0.136
0.334
0.122
0.01
69
5.75
0.27
0.136
0.333
0.122
0.01
70
5.83
0.27
0.136
0.331
0.122
0.01
71
5.92
0.27
0.136
0.330
0.122
0.01
'
72
6.00
0.27
0.136
0.328
0.122
0.01
73
6.08
0.30
0.153
0.327
0.138
0.02
74
6.17
0.30
0.153
0.325
0.138
0.02
75
6.25
0.30
0.153
0.324
0.138
0.02
76
6.33
0.30
0.153
0.322
0.138
0.02
'
77
6.42
0.30
0.153
0.321
0.138
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78
6.50
0.30
0.153
0.320
0.138
0.02
79
6.58
0.33
0.170
0.318
0.153'
0.02
80
6.67
0.33
0.170
0.317
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81
6.75
0.33
0.170
0.315
0.153
0.02
82
6.83
0.33
0.170
0.314
0.153
0.02
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83
6.92
0.33
0.170
0.312
0.153
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84
7.00
0.33
0.170
0.311
0.153
0.02
85
7.08
0.33
0.170
0.310
0.153
0.02
86
7.17
0.33
0.170
0.308
0.153
0.02
87
7.25
0.33
0.170
0.307
0.153
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88
7.33
0.37
0.187
0.305
0.168
0.02
89
7.42
0.37
0.187
0.304
0.168
0.02
90
7.50
0.37
0.187
0.303
0.168
0.02
91
7.58
0.40
0.204
0.301
0.184
0.02
92
7.67
0.40
0.204
0.300
0.184
0.02
93
7.75
0.40
0.204
0.298
0.184
0.02
94
7.83
0.43
0.221
0.297
0.199
0.02
95
7.92
0.43
0.221
0.296
0.199
0.02
96
8.00
0.43
0.221
0.294
0.199
0.02
97
8.08
0.50
0.255
0.293
0.229
0.03
98
8.17
0.50
0.255
0.292
0.229
0.03
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99
8.25
0.50
0.255
0.290
0.229
0.03
100
8.33
0.50
0.255
0.289
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0.03
101
8.42
0.50
0.255
0.288
0.229
0.03
102
8.50
0.50
0.255
0.286
0.229
0.03
103
8.58
0.53
0.272
0.285
0.245
0.03
104
8.67
0.53
0.272
0.284
0.245
0.03
105
8.75
0.53
0.272
0.282
0.245
0.03
106
8.83
0.57
0.289
0.281
- --
0.01
107
8.92
0.57
0.289
0.280
- --
0.01
108
9.00
0.57
0.289
0.278
0.01
109
9.08
0.63
0.323
0.277
0.05
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110
9.17
0.63
0.323
0.276
=_=
0.05
111
9.25
0.63
0.323
0.274
0.05
112
9.33
0.67
0.340
0.273
- --
0.07
113
9.42
0.67
0.340
0.272
- --
0.07
114
9.50
0.67
0.340
0.270
- --
0.07
115
9.58
0.70
0.357
0.269
0.09
116
9.67
0.70
0.357
0.268
0.09
117
9.75
0.70
0.357
0.266
- --
0.09
118
9.83
0.73
0.374
0.265
- --
0.11
119
9.92
0.73
0.374
0.264
0.11
120
10.00
0.73
0.374
0.263
___
0.11
121
10.08
0.50
0.255
0.261
0.229
0.03
122
10.17
0.50
0.255
0.260
0.229
0.03
123
10.25
0.50
0.255
0.259
0.229
0.03
124
10.33
0.50
0.255
0.258
0.229
0.03
125
10.42
0.50
0.255
0.256
0.229
0.03
126
10.50
0.50
0.255
0.255
0.229
0.03
127
10.58
0.67
0.340
0.254
0.09
128
10.67
0.67
0.340
0.253
- --
0.09
129
10.75
0.67
0.340
0.251
- --
0.09
130
131
10.83
10.92
0.67
0.67
0.340
0.340
0.250
0.249
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0.09
0.09
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132
11.00
0.67
0.340
0.248
0.09
133
11.08
0.63
0.323
0.246
0.08
134
11.17
0.63
0.323
0.245
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0.08
135
11.25
0.63
0.323
0.244
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■ 136 11.33 0.63 0.323 0.243 ___ 0.08
137 11.42 0.63 0.323 0.242 0.08
Page 3
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138
11.50
0.63
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0.240
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0.08
139
11.58
0.57
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140
11.67
0.57
0.289
0.238
- --
0.05
141
11.75
0.57
0.289
0.237
- --
0.05
142
11.83
0.60
0.306
0.236
- --
0.07
143
11.92
0.60
0.306
0.235
- --
0.07
144
12.00
0.60
0.306
0.233
- --
0.07
145
12.08
0.83
0.425
0.232
- --
0.19
146
12.17
0.83
0.425
0.231
- --
0.19
147
12.25
0.83
0.425
0.230
- --
0.20
148
12.33
0.87
0.442
0.229
- --
0.21
149
12.42
0.87
0.442
0.228
- --
0.21
150
12.50
0.87
0.442
0.226
- --
0.22
151
12.58
0.93
0.476
0.225
- --
0.25
152
12.67
0.93
0.476
0.224
- --
0.25
153
12.75
0.93
0.476
0.223
- --
0.25
154
12.83
0.97
0.493
0.222
- --
0.27
155
12.92
0.97
0.493
0.221
- --
0.27
156
13.00
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0.493
0.220
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0.27
157
13.08
1.13
0.578
0.219
- --
0.36
158
13.17
1.13
0.578
0.217
- --
0.36
159
13.25
1.13
0.578
0.216
- --
0.36
160
13.33
1.13
0.578
0.215
- --
0.36
161
13.42
1.13
0.578
0.214
- --
0.36
162
13.50
1.13
0.578
0.213
- --
0.36
163
13.58
0.77
0.391
0.212
- --
0.18
164
13.67
0.77
0.391
0.211
- --
0.18
165
13.75
0.77
0.391
0.210
- --
0.18
166
13.83
0.77
0.391
0.209
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0.18
167
13.92
0.77
0.391
0.208
- --
0.18
168
14.00
0.77
0.391
0.207
- --
0.18
169
14.08
0.90
0.459
0.206
- --
0.25
170
14.17
0.90
0.459
0.204
- --
0.25
171
14.25
0.90
0.459
0.203
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0.26
172
14.33
0.87
0.442
0.202
- --
0.24
173
14.42
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0.442
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174
14.50
0.87
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0.200
- --
0.24
175
14.58
0.87
0.442
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- --
0.24
176
14.67
0.87
0.442
0.198
- --
0.24
177
14.75
0.87
0.442
0.197
- --
0.24
178
14.83
0.83
0.425
0.196
- --
0.23
179
14.92
0.83
0.425
0.195
- --
0.23
180
15.00
0.83
0.425
0.194
- --
0.23
181
15.08
0.80
0.408
0.193
- --
0.21
182
15.17
0.80
0.408
0.192
- --
0.22
183
15.25
0.80
0.408
0.191
- --
0.22
184
15.33
0.77
0.391
0.190
- --
0.20
185
15.42
0.77
0.391
0.189
- --
0.20
186
15.50
0.77
0.391
0.188
- --
0.20
187
15.58
0.63
0.323
0.187
- --
0.14
188
15.67
0.63
0.323
0.186
- --
0.14
189
15.75
0.63
0.323
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- --
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190
15.83
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- --
0.14
191
15.92
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0.323
0.184
- --
0.14
192
16.00
0.63
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- --
0.14
193
16.08
0.13
0.068
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0.061
0.01
194
16.17
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0.181
0.061
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195
16.25
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196
16.33
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197
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198
16.50
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0.177
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199
16.58
0.10
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200
16.67
0.10
0.051
0.175
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201
16.75
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213
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215
17.92
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216
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Page 4
1
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18.08
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0.161
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220
18.33
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232
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234
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20.75
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256
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263
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264
22.00
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265
22.08
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0.01
266
22.17
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267
22.25
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268
22.33
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0.129
0.031
0.00
270
22.50
0.07
0.034
0.129
0.031
0.00
271
22.58
0.07
0.034
0.128
0.031
0.00
272
22.67
0.07
0.034
0.128
0.031
0.00
273
22.75
0.07
0.034
0.128
0.031
0.00
'
274
22.83
0.07
0.034
0.127
0.031
0.00
275
22.92
0.07
0.034
0.127
0.031
0.00
276
23.00
0.07
0.034
0.127
0.031
0.00
277
23.08
0.07
0.034
0.127
0.031.
0.00
278
23.17
0.07
0.034
0.126
0.031
0.00
'
279
23.25
0.07
0.034
0.126
0.031
0.00
280
23.33
0.07
0.034
0.126
0.031
0.00
281
23.42
0.07
0.034
0.125
0.031
0.00
282
23.50
0.07
0.034
0.125
0.031
0.00
283
23.58
0.07
0.034
0.125
0.031
0.00
284
23.67
0.07
0.034
0.125
0.031
0.00
'
285
23.75
0.07
0.034
0.125
0.031
0.00
286
23.83
0.07
0.034
0.125
0.031
0.00
287
23.92
0.07
0.034
0.124
0.031
0.00
288
24.00
0.07
0.034
0.124
0.031
0.00
Sum =
100.0
Sum =
15.3
'
Flood
volume =
Effective rainfall
1.28(in)
times area
8.5(AC.) /[(in)
/(Ft.)]
= 0.9(AC.Ft)
Total
soil loss
= 2.97(In)
Total
soil loss
= 2.106(AC.Ft)
Total
Flood
rainfall
volume =
= 4.25(In)
39399.4 Cubic
Feet
'
Page 5
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