HomeMy WebLinkAboutJuniper Ave Storm Drain Line F-3 - 4-4-2007DRAINAGE STUDY
FOR
JUNIPER AVENUE STORM DRAIN
LINE 'IF -311
in
THE CITY OF FONTANA
Prepared by
PENCO Engineering, Inc.
One Technology Park, Building J-725
Irvine, CA 92618
(949) 753-8111
Under the Supervision of:
Es er Barriga
CI I
Registered i ill Engineer No. 50152
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MARCH 2007
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TABLE OF CONTENTS
Report
1.0 Introduction
2.0 Hydrology
3.0 Hydraulics
4.0 Summary
5.0 References
Appendices
Appendix A: Hydrology - Copy of Hydrology System DZ -4 (Line T -T) from
City's Master Plan of Drainage
Modified 25- Year Hydrology Map
25 -Year Runoff Calculations for Subareas E-1, E -2(a), E -2(b), D
and F
Street Capacity Calculations
Juniper Avenue Runoff Capacity
Appendix 13: Hydraulics — WSPG
Riser Calculations
Catch Basin Sizing
Appendix C: Record Drawings
Appendix D: Home Depot Hydrology Report
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1.0 INTRODUCTION
1.1 SCOPE AND PURPOSE
The purpose of this study is to determine the storm drain design for Juniper Avenue storm
drain Line "F-3", in the City of Fontana, California. This report will show that the proposed
storm drain is sufficient with regard to containing the 25 -year storm runoff. The Hydraulic
Grade Line is more than 6 -inches below the street gutter flow line, to satisfy the City of
Fontana's requirements.
1.2 SITE LOCATION AND DESCRIPTION
The project is located in the City of Fontana, County of San Bernardino, California. The
storm drain is along Juniper Ave, starting close to Santa Ana and connecting to a 54" lateral
in Jurupa Ave. The length of his storm drain is approximately 2,400 lineal feet. See location
map in Figure 1.
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The proposed Juniper Avenue storm drain system (System DZ -4, per the City of Fontana's
Master Plan of Drainage, dated January 2005) will be designed along Juniper Avenue. The
stubs out for laterals along the proposed storm drain will be constructed for future laterals.
2.0 HYDROLOGY
The hydrology for the proposed Juniper Avenue storm drain has been calculated by the
Hydrology for System DZ -4 per the City of Fontana's Master Plan of Drainage. A copy of the
hydrology calculations from the master plan that are applicable to Line "F-3" is included in
Appendix A.
The soil type for most of City of Fontana is categorized as 'A' but we were using type 'C' in
the on-site hydrology calculations for more conservative results. 'Commercial' is the
proposed land use for development of Home Depot with 90 percent of impervious area.
Only runoff from 10 percent of pervious area will be affected by specifying different soil
types. The impact shall be insignificant for using soil type 'C'.
The master plan calculates the 25 -year discharge at point 603 (tributary areas F-1, F-2, & F-
3) to be 36.8 cfs. The discharge at this point is generated by the proposed Home Depot,
post office, interim detention basin/future development, and the halves of Santa Ana Avenue
and Juniper Avenue that are tributary to this point. However, the hydrology report
accompanying the Home Depot improvement plans (by PENCO Engineering dated January,
2007), shown as a reference in Appendix D, calculated the runoff from the site to be 46.15
cfs. This is shown in Subarea D on the Modified Hydrology Map in Appendix A. Because
this is greater than the runoff determined by the master plan, this report includes custom
calculations for the rest of the area tributary to point 603 in order to replace the value from
the master plan.
Rational method Hydrology program AES was used to calculate the 25 -year runoff. The 25 -
year runoff calculations for the areas tributary to point 603 from City master drainage plan,
including the post office (Subarea E -2b), the interim detention basin/future development
(Subarea F), south portion of Santa Ana Avenue plus east part of Juniper Avenue (Subarea
E -2a), west part of Juniper Avenue (Subarea E-1) and Home Depot site (Subarea D) are
included in Appendix A. See Modified Hydrology Map for locations.
The interim detention basin, located south of post office, is constructed for the interim
purpose of water detention for post office and proposed Home Depot site. Upon completion
of the storm drain system along Juniper Avenue, this interim detention basin will be removed
for future development (Subarea F on the Modified Hydrology Map). All runoffs will be
collected to the storm drain at Juniper Avenue.
As opposed to the areas discussed above, the master plan can be used to determine the
rest of the runoff collected by Line "F-3". The master plan subareas were divided as shown
on the Modified Hydrology Map as dictated by the centerline crown of Juniper Avenue and
the locations of the proposed storm drain laterals. The discharge corresponding to the new
subareas was calculated as a percentage of the master plan runoff proportional to the ratio
of the new subareas to the old. The numbers used and their results are shown on the
Modified Hydrology Map.
The total discharge carried by Line "F-3" was calculated by adding together all of the runoff
calculated as described above. This provides a more conservative calculation of the total
runoff than a true confluence calculation.
Appendix A contains street capacity calculations for Juniper Avenue using itsfuture ultimate
section, being that of a collector street with a 22' half -width pavement section. The
calculations show that the 25 -year peak flow does not exceed the top of curb of the street.
Appendix A also contains calculations to determine the runoff capacity of Juniper Avenue. A
temporary dirt swale is constructed per this project along the easterly edge of Juniper
Avenue. This swale will collect runoff from the easterly half of Juniper Avenue and its
adjacent lots and drain it into the main storm drain via risers along the swale. The swale will
remain in place until curb, gutter, and catch basins are built along Juniper Avenue and the
lots are developed. Juniper Avenue's typical cross section varies along its length, so the
calculations in Appendix A use rough estimates of the sections that will result in the
minimum and maximum runoff capacity of the street between its centerline and its easterly
right-of-way. The calculated capacity is between 11.47 cfs; and 15.87 cfs, which is generally
not enough to handle the 25 -year peak flow that will be generated by the area tributary to the
swale in this interim condition. However, this is still an improvement over the existing
condition because the addition of the swale will remove a large portion of the peak flow from
the surface of the street by transferring it into the new storm drain system.
3.0 HYDRAULICS
3.1 STORM DRAIN SYSTEM CALCULATIONS
The Los Angeles County's computer program Water Surface Pressure Gradient (WSPG,
Reference 4) was used to determine the hydraulic grade line.
As mentioned above, the detailed analysis has more discharge than that from the City's
report. We are adding the difference at each junction structures. That increases the total
discharge draining into existing storm drain box at Jurupa Avenue.
Main line system: the following assumptions and criteria were used to design the main line
system:
n = 0.013 for reinforced concrete pipe, n = 0.014 for reinforced concrete box, and n
0.015 for concrete V -ditch. s follows: friction loss, junction loss,
2. The minor losses considered in this study are a
transition loss, and manhole loss. In order to minimize junction structure losses, all
junctions are inleting the main line at an angle of approximately 45 degrees, 30
degrees if the lateral Q is greater than 10% of the mainline Q.
3. The water surface elevation for line F-3 was derived from record drawings for Line
F-3, see Appendix C.
See Appendix B for WSPG calculation of Line "F -W
4.0 SUMMARY
The proposed storm drain project is in conformance with City of Fontana's Master Plan of
Drainage. The proposed storm drain is sufficient to contain the 25 -year storm runoff. The
Hydraulic Grade Line is more than 6 -inches below the street gutter flow line, to satisfy the
City of Fontana's requirements.
The City's Master Plan of Drainage System DZ -4, Line "F-3" and stub out laterals will be
constructed along Juniper Avenue and intercept this drainage tributary area.
5.0 REFERENCES
1*� 1 . County of San Bernardino Hydrology Manual.
2. Storm Drain Plan for Line "F-3" by PENCO Engineering, Inc.
3. Advanced Engineering Software, A.E.S. Rational Method Hydrology Software
package,2000.
4. Hydraulic Calculations with Haestad Method, Inc., Flow Master V6.0
5. Hydrology Report for Home Depot at Santa Ana Ave. dated August 2006
x
101
An
APPENDIX A:
HYDROLOGY
cm
COPY OF HYDROLOGY SYSTEM DZ -4 (LINE 66F-355) FROM
CITY OF FONTANA5S MASTER PLAN
OF DRAINAGE
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6-1111
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN' Engineering Software, (c) 1989-2001 Version 6.4
Rational Hydrology Study Date: 08/03/04
------------------------------------------------------------------------
FONTANA I LINE DZ -4 HYDROLOGY
25 YEAR STORM
JN 04339
------------------------------------------------------------------------
Hall & Forman, Inc. - SIN 950 -------
-----------------------------------------------------------------
Hydrology Study Control Information
Rational hydrology study storm event year is 25.0
10 Year storm 1 hour rainfall = 0.930(In.)
100 Year storm 1 hour rainfall = 1.350(In.)
Computed rainfall intensity: 1 = 1.097 (In.)
Storm year = 25.00 1 hour rainfal
Slope used for rainfall intensity curve b 0.6000
Soil antecedent moisture condition (AMC) 2
......................................................................
Process from Point/Station 600.000 to Point/Station 601.000
INITIAL AREA EVALUATION
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)=
Initial subarea data:
Initial area flow distance 1000.000(Ft.)
Top (of initial area) elevation = 1065.000(Ft.)
Bottom (of initial area) elevation = 1060.000(Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.00500 s0s)= 0.50
TC = k(O.304)*[(length^3)/(elevation change)] -0.2
Initialarea time of concentration = 13.902 min.
Rainfall intensity = 2.638(In/Hr) for a 25.0
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff = 11.541(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction 0.100
Initial area Fm value 0.073(In/Hr)
0.073(In/Hr)
.Year storm
is C = 0.875
......................................................................
Process from Point/Station 601.000 to Point/Station 602.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 1060.000(Ft.)
End of street segment elevation = 1058.300(Ft.)
9 51 14
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade . break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [21 side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown 0.0150 T701
Estimated mean flow rate at midpoint of street = 17.312(crol
Depth of flow = 0.476(Ft.), Average velocity = 2.344(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = ig.032(Ft.)
Flow velocity 2.34(Ft/s)
Travel time = 2.35 min. TC 16.25 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
sCS curve number for soil(AMC 2) = 56.00 rate(Fm)= 0.073(In/Hr)
Pervious ratio(AP) = 0.1000 Max loss
Rainfall intensity = 2.402(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.873
Subarea runoff 9..420(CFS) for 5.000(Ac.)
Total runoff = 20.962(CFS) 10.00(Ac.)
Effective area this stream =
Total Study Area (Main Stream No. 1) 10.00(Ac.)
Area averaged Fm value = 0.073(In/Hr)
Street flow at end of street = 20.962(CFS) "01
Half street flow at end of street = 10.481(cjv.�j
Depth of flow = 0.503(Ft.), Average velocity = 2-480(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
......................................................................
Process from Point/Station 602.000 to Point/Station 603.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1058.300(Ft.)
End of street segment elevation = 1055.000(Ft.)
Length of street segment = 660-OOO(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade- break to crown (v/hz) = 0.020
Street flow is on [21 side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
a
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.564(Ft.), Average velocity =
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity 2.89(Ft/s)
Travel time = 3.81 min. TC 20.06 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
31.443(CFS)
2.888(Ft/s)
9153
Pervious ratio(Ap) = 0.1000 max loss rate(Fm)= 0.073(In/Hr)
Rainfall intensity = 2.117(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.869
Subarea runoff 15.828(CFS) for 10.000(Ac.)
Total runoff = 36.790(CFS)
Effective area this stream = 20.00(Ac.).
Total Study Area (Main Stream No. 1) = 20.00(Ac.)
Area averaged Pm value = 0.073(In/Hr)
Street flow at end of street = 36.790(CFS)
Half street flow at end of street = 18.395(CFS)
Depth of flow = 0.591(Ft.), Average velocity = 3.073(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
......................................................................
Process from Point/Station 603.000 to Point/Station 607.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1055.000(Ft.)
End of street segment elevation = 1052.000(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 42.000(Ft.)
Distance from crown to crossfall grade break = 40.500(Ft.)
Slope.from gutter to grade break (v/hz) = 0.0.20
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [11 side(s) of the street
Distance from curb to property line 13.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width 1.500(Ft.)
Gutter hike from flowline 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow 0.784(Ft.), Average velocity =
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 34.469(Ft.)
Flow velocity = 2.99(Ft/s)
36.790(CFS)
2.991(Ft/s)
5. 89 (Ft.)
954
Travel time = 3.68 min. TC 23.74 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr)
Rainfall intensity = 1.914(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.865
Subarea runoff O-OOO(CFS) for 0.000(Ac.)
Total runoff = 36.790(CFS)
Effective area this stream = 20.00(Ac.)
Total Study Area (Main Stream No. 1) = 20.00(Ac.)
Area averaged Fm value = 0.073(In/Hr)
Street flow at end of street = 36.790(CFS)
Half street flow at end of street = 36.790(CFS)
Depth of flow = 0.784(Ft.), Average velocity 2.991(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property 5.89(Ft.)
Flow width (from curb towards crown)= 34.469(Ft.)
......................................................................
Process from Point/Station 607.000 to Point/Station 607.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 20.000(Ac.)
Runoff from this stream = 36.790(CFS)
Time of concentration 23.74 min.
Rainfall intensity = 1.914(In/Hr)
Area averaged loss rate (Fm) = 0.0734(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
......................................................................
Process from Point/Station 604.000 to Point/Station 605.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr)
Initial subarea data:
Initial_area flow distance 1000.000(Ft.)
Top (of initial area) elevation = 1062.900(Ft.)
Bottom (of initial area) elevation = 1057.900(Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.00500 s(%)= 0.50
TC = k(0.304)*[(length^3)/(elevation change)] -0.2
Initial area time of concentration = 13.902 min.
Rainfall intensity = 2.638(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C 0.875
Subarea runoff = 11.541(CFS)
8,.2"4
Total initial stream area = 5.000(Ac.)
Pervious area fraction 0.100
Initial area Fm value 0.073(In/Hr)
......................................................................
Process from Point/Station 605.000 to Point/Station 606.000
****-STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1057.900(Ft.)
End of street segment elevation = 1055.900(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [21 side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street = 17.312(CFS)
Depth of flow = 0.464(Ft.), Average velocity = 2.492(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.447(Ft.)
Flow velocity 2-49(Ft/s)
Travel time 2.21 min. TC 16.11 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Pm)= 0.073(In/Hr)
Rainfall intensity = 2.415(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.873
Subarea runoff 9.532(CFS) for 5.000(Ac.)
Total runoff = 21.074(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 30.00(Ac.)
Area averaged Fm value 0.073(In/Hr)
Street flow at end of street 21.074(CFS)
Half street flow at end of street = 10.537(CFS)
Depth of flow = 0.493(Ft.), Average velocity = 2.616(Ft/s)
Plow width (from curb towards crown)= 19.892(Ft.)
......................................................................
Process from Point/Station 606.000 to Point/Station 607.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1055.900(Ft.)
End of street segment elevation = 1052.000(Ft.)
Length of street segment = 660.000(Ft.)
a 12G
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2) side(s) of the street
Distance from curb to property line = 10-000(Ft-)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street = 31.611(CFS)
Depth of flow = 0.551(Ft.), Average velocity = 3.043(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity 3.04(Ft/s)
Travel time = 3.61 min. TC 19.72 min.
Adding area flow to street
CONDOMINIUM subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr)
Rainfall intensity = 2.139(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.831
Subarea runoff 14.451(CFS) for 10.000(Ac.)
Total runoff = 35. 524(CFS)
Effective area this stream = 20.00(Ac-)
Total Study Area (Main Stream No. 1) = 40.00(Ac.)
Area averaged Fm value = 0.165(In/Hr)
Street flow at end of street = 35-524(CFS)
Half street flow at end of street = 17.762(CFS)
Depth of flow = 0.570(Ft.), Average velocity = 3.187(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
......................................................................
Process from Point/Station 607.000 to Point/Station 607.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 20.000(Ac.)
Runoff from this stream 35.524(CFS)
Time of concentration 19.72 min.
Rainfall intensity = 2.139(In/Hr)
Area averaged loss rate (Fm) = 0.1651(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2250
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
9157
1
36.790
23.74
1.914
2
35.524
19.72
2.139
Qmax (1)
=
1.000
* 1.000 *
36.790)
+
0.886
* 1.000 *
35.524)
+ 68.267
Qmax(2)
1.122
* 0.831 *
36.790)
+
1.000
* 1.000 *
35.524)
+ 69.831
Total of 2 streams to confluence:
Flow rates before confluence point:
36.790 35.524
Maximum flow rates at confluence using above data:
68.267 69.831
Area of streams before confluence:
20.000' 20.000
Effective area values after confluence:
40.000 36.620
Results of confluence:
Total flow rate = 69.831(CFS)
Time of concentration 19.724 min.
Effective stream area after confluence 36.620(Ac.)
Stream Area average Pervious fraction(Ap) 0.163
Stream Area average soil loss rate(Fm) = 0.119(In/Hr)
Study area (this main stream) = 40.00(Ac.)
......................................................................
Process from Point/Station 607.000 to Point/Station 45.000
J PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 1047.000(Ft.)
Downstream point/station elevation 1041.000(Ft.)
Pipe length = 660.00(Ft.) Manning's N = 0.013
No. of pipes = I Required pipe flow 69.831(CFS)
Given pipe size = 42.00(In.)
Calculated individual pipe flow 69.831(CFS)
Normal flow depth in pipe 26.58(In.)
Flow top width inside pipe 40.49(In.)
Critical Depth = 31.40(In.)
Pipe flow velocity = 10.88(Ft/s)
Travel time through pipe = 1.01 min.
Time of concentration (TC) 20.74 min.
......................................................................
Process from Point/Station 45.000 to Point/Station 45.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 36.620(Ac.)
Runoff from this stream = 69.831(CFS)
Time of concentration 20.74 min.
Rainfall intensity 2.075(In/Hr)
Area averaged loss rate (Fm) = 0.1193(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1625
......................................................................
Process from Point/Station 608.000 to Point/Station' 609.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)=
Initial subarea data:
Initial area flow distance 1000.000(Ft.)
Top (of initial area) elevation = 1060.800(Ft.)
Bottom (of initial area) elevation = 1055.800(Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.00500 s(%)= 0.50
TC = k(O.304)*[(length^3)/(elevation change)] -0.2
Initial area time of concentration = 13.902 min.
Rainfall intensity = 2.638(In/Hr) for a 25.0
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff = 11.541(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction 0.100
Initial area Fm value 0.073(In/Hr)
0.073(In/Hr)
year storm
is C = 0.875
W-Ij
......................................................................
Process from Point/Station 609.000 to Point/Station 610.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1055.800(Ft.)
End of street segment elevation = 1053.500(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street = 17.312(CFS)
Depth of flow = 0.454(Ft.), Average velocity = 2.62.6(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.958(Ft.)
Flow velocity 2.63(Ft/s)
Travel time = 2.09 min. TC 16.00 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Pm)=
Rainfall intensity = 2.425(In/Hr) for a 25.0
0.073(In/Hr)
year storm
9171
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.873
Subarea runoff 9.624(CFS) for 5.000(Ac.)
Total runoff = 21.166(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 50.00(Ac.)
Area averaged Fm value = 0.073(In/Hr)
Street flow at end of street = 21.166(CFS)
Half street flow at end of street = 10.583(CFS)
Depth of flow = 0.483(Ft.), Average velocity = 2.760(Ft/s)
Flow width (from curb towards crown)= 19.399(Ft.)
......................................................................
Process from Point/Station 610.000 to Point/Station 611.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1053.500(Ft.)
End of street segment elevation = 1049.000(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline, = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope -from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [21 side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street = 31.749(CFS)
Depth of flow = 0.541(Ft.), Average velocity = 3.183(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width =� 20.000(Ft.)
Flow velocity 3.18(Ft/s)
Travel time = 3.46 min. TC 19.45 min.
Adding area flow to street
CONDOMINIUM subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr)
Rainfall intensity = 2.157(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.831
Subarea runoff 14.680(CFS) for 10.000(Ac.)
Total runoff = 35.846(CFS)
Effective area this stream = 20.00(Ac.)
Total Study Area (Main Stream No. 1) = 60.00(Ac.)
Area averaged Fm value = 0.165(In/Hr)
Street flow at end of street = 35.846(CFS)
Half street flow at end of street = 17.923(CFS)
Depth of * flow = 0.560(Ft.), Average velocity = 3.340(Ft/s)
Note: depth of flow exceeds top of street crown.
,X CC
Flow width (from curb towards crown)= 20.000(Ft.)
......................................................................
Process from Point/Station 611.000 to Point/Station 611.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 20.000(Ac.)
Runoff from this stream = 35.846(CFS)
Time of concentration 19.45 min.
Rainfall intensity = 2.157(In/Hr)
Area averaged loss rate (Fm) = 0.1651(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2250
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
Rainfall Intensity
(In/Hr)
1 69.831 20.74 2.075
2 35.846 19.45 2.157
Qmax(l) =
1.000 * 1.000 * 69.831) +
0.959 * 1.000 * 35.846) + = 104.218
Qmax(2) =
1.041 * 0.938 * 69.831) +
1.000 * 1.000 * 35.846) + = 104.072
Total of 2 streams to confluence:
Flow rates before confluence point:
69.831 35.846
Maximum flow rates at confluence using above data:
104.218 104.072
Area of streams before confluence:
36.620 20.000
Effective area values after confluence:
56.620 54.354
Results of confluence:
Total flow rate = 104.218(CFS)
Time of concentration = 20.736 min.
Effective stream area after confluence 56.620(Ac.)
Stream Area average Pervious fraction(Ap) 0.185
Stream Area average soil loss rate(Fm) = 0.135(In/Hr)
Study area (this main stream) = 56.62(Ac.)
......................................................................
Process from Point/Station 45.000 to Point/Station 90.000
**** PXPEFLOW.TRAVEL TIME (User specified size). ****
upstream point/station elevation = 1040.000(Ft.)
Downstream point/station elevation 1025.000(Ft.)
Pipe length = 750.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 104.218(CFS)
Given pipe size = 54.00(In.)
Calculated individual pipe flow 104.218(CFS)
Normal flow depth in pipe 22.90(In.)
Flow top width inside pipe 53.37(In.)
Critical Depth = 35.99(In.)
861
Pipe flow velocity = . 16.23(Ft/s)
Travel time through pipe = 0.77 min.
Time of concentration (TC) 21.51 min.
......................................................................
Process from Point/Station 90.000 to Point/Station 90.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 56.620(Ac.)
Runoff from this stream 104.218(CFS)
Time of concentration 21.51 min.
Rainfall intensity = 2.031(In/Hr)
Area averaged loss rate (Fm) = 0.1355(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1846
......................................................................
Process from Point/Station 612.000 to Point/Station 613.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)=
Initial subarea data:
Initial area flow distance 1000.000(Ft.)
Top (of initial area) elevation = 1058.700(Ft.*)
Bottom (of initial area) elevation = 1053.700(Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.00500 S(O-.)= 0.50
TC = k(O.304)*[(length-3)/(elevation change)] -0.2
Initial area time of concentration = 13.902 min.
Rainfall intensity = 2.638(In/Hr) for a 25.0
Effective runoff c oefficient used for area (Q=KCIA)
Subarea runoff = 11.541(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction 0.100
Initial area Fm value 0.073(In/Hr)
0. 073 (In/Hr)
year storm
is C = 0.875
......................................................................
Process from Point/Station 613.000 to Point/Station 614.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1053.700(Ft.)
End of street segment elevation = 1051.100(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = O�020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [21 side(s) of the street
Distance from curb to property line 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
962
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street = 17.312(CFS)
Depth of flow = 0.446(Ft.), Average velocity = 2.750(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.539(Ft.)
Flow velocity 2.75(Ft/s)
Travel time = 2.00 min. TC 15.90 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr)
Rainfall intensity = 2.434(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.873
Subarea runoff 9.702(CFS) for 5.000(Ac.)
Total runoff = 21.244(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 70.00(Ac.)
Area averaged Fm value = 0.073(In/Hr)
Street flow at end of street = 21.244(CFS)
Half street flow at end of street = 10.622(CFS)
Depth of flow = 0.474(Ft.), Average velocity = 2.893(Ft/s)
Flow width (from curb towards crown)= 18.975(Ft.)
......................................................................
Process from Point/Station 614.000 to Point/Station 615.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1051.100(Ft.)
End of street segment elevation = 1046-OOO(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope,from gutter to grade break (v/hz) = 0.020
CI � = F -r -rim --a- break to crown ( /hz) = 0.020
Street flow is on [21 side(s) of the street
Distance from curb to property line 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.532(Ft.), Average velocity =
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flQw width = 20.000(Ft.)
Flow velocity 3.31(Ft/s)
Travel time = 3.32 min. TC 19.23 min.
31.865(CFS)
3.310(Ft/S)
96
Adding area flow to street
CONDOMINIUM subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0.257(In/Hr)
Rainfall intensity = 2.172(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.832
Subarea runoff 14.877(CFS) for 10.000(Ac.)
Total runoff = 36.121(CFS)
Effective area this stream = 20.00(Ac.)
Total Study Area (Main Stream No. 1) = 80.00(Ac.)
Area averaged Fm value = 0.165(In/Hr)
Street flow at end of street = 36.121(CFS)
Half street flow at end of street = 18.060(CFS) 3.479(Ft/s)
Depth of flow = 0.551(Ft.), Average velocity =
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
......................................................................
Process from Point/Station 615.000 to Point/Station 615.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 20.000(Ac.)
Runoff from this stream = 36.121(CFS)
Time of concentration 19.23 min.
Rainfall intensity = 2.172(In/Hr)
Area averaged loss rate (Pm) = 0.1651(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2250
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
1 104.218
2 36.121
Qmax (1) =
1.000 *
0.930 *
Qmax (2) =
1. 075
1.000
2 1.51
19.23
Rainfall Intensity
(In/Hr)
2.031
2.172
1.000 * 104.218) +
1.000 * 36.121) +
0.894 * 104.218) +
1.000 * 36.121) +
137.795
136.232
Total of 2 streams to confluence:
Flow rates before confluence point:
104.218 36.121
Maximum flow rates at confluence using above data:
137.795 136.232
Area of streams before confluence:
56.620 20.000
Effective area values after confluence:
76.620 70.615
Results of confluence:
Total flow rate = 137.795(CFS)
8(1/-,
Time of concentration = 21.506 min.
Effective stream area after confluence 76.620(Ac.)
Stream Area average Pervious fraction(Ap) 0.195
Stream Area average soil loss rate(Fm) = 0.143(In/Hr)
Study area (this main stream) = 76.62(Ac.)
End of computations, Total Study Area 80.00 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.194
Area averaged SCS curve number = 56.0
MODIFIED 25 -YEAR HYDROLOGY MAP
NODIFIED HYDROLOGY
25 YEAR STORM
NOTE: SEE SECTION 2.0 AND APPENDIX "N'
OF HYDROLOGY REPORT FOR Q25 CALCULATIONS
AND EXPLANATIONS
Q 25 = 1.04 cfs
LAT. E-1 —
8 Q25= 12.87 cfs
8 Q25=58.85 cfs
8 Q25=64.16 cfs
Q 25 =0.75 cfs
Q 25 =0.78 cfs
Q 25 = 162.05 cfs
LAT A-1 ,
Q25 =0.78 cfs
0,)r=165-17 ff.q
LEGEND
1� = = �
Q 25 =4.5 cfs
DRAINAGE BOUNDARY
SUBAREA BOUNDARY
25 -YEAR DISCHARGE
- WSUBAREA DESIGNATION (SAME AS
A-1 LABEL OF LATERAL COLLECTING
1.25 RUNOFF FROM THE SUBAREA)
—AREA (IN ACRES)
&—NODE NUMBER (AS SHOWN IN AES)
JURUPA AVE.
NODIFIED HYDROLOGY
25 YEAR STORM
NOTE: SEE SECTION 2.0 AND APPENDIX "N'
OF HYDROLOGY REPORT FOR Q.,. CALCULATIONS
AND
5�_� ;��,
Q�7
IS:
cil
cil
1 cir-
Q, 25 =0.15., pfi"
LAT C-1—\
Q 2!��0.78 cfs"",
rl
X -
,"025 1 62.0�"ds
LAT A-1
,9,25 =0.78 c
LEGEND
DRAINAGE BOUNDARY
SUBAREA BOUNDARY
Q 25=4.5 cf s 25—YEAR DISCHARGE
MAREA DESIGNATION (SAME AS
ADC -1 Ar I A-rr-r-)Ai ^f%l I r-^-rlLl^
JURUPA AVE.
S)
MODIFIED HYDROLOGY
25 YEAR STORM
NOTE: SEE SECTION 2.0 AND APPENDIX "N'
OF HYDROLOGY REPORT FOR Q25 CALCULATIONS
AND EXPLANATIONS
103
E-1
3�3
Q 25 = 1.04 cfs
LAT. E-1
I/
8 Q 25 = 1 2.87",,fs
@ Q 25 =58.85 cfs
8 Q 25 = 64.1 6v/cfs
C-1
Q25 =0. 75.,cfs
LAT C-1
Ljj
A-10 >
0.46
Qf
Q 2&4.78 cfs""
162.05
LAT A-1
k-1 b
0.49
=0.78
Q4=165.17 cfd"Tl,
LEGEND
"� m m �
Q25=4.5 cfs
DRAINAGE BOUNDARY
SUBAREA BOUNDARY
25—YEAR DISCHARGE
,,,.,—SUBAREA DESIGNATION (SAME AS
§LA— 1 LABEL OF LATERAL COLLECTING
1.25 RUNOFF FROM THE SUBAREA)
—AREA (IN ACRES)
8— NODE NUMBER (AS SHOWN IN AES)
!� SANTA ANA AVE.
E -2b E -2a
LAT. E 2
102
Q25=9-19 fs Q m =3.51 cf9"/
106 113 2.
D
LAT. D j/ F�
I LAT. F � . �62
Q25 =5.44 cfs'// Q25=46.15 cfs
t4)
j, 7
/—LINE F-3
\,1 9.74,/
32.29 cfs'
1 +C
�—LAT C-2 20.20
25 =33.04 cfs
M ST
ER PMASTER PL�4
=97.20 cf,,i
A--2o�
Fv ri
0.
46,
Q25.=,0.78 cfs
LCAAf
F51
C S
B
T A-2
L�
+ rB 2
25=165.17 cf \2,0.59/
�A_ s
—2b
=0.78 efs,
A -1d
A -2a
B-1
j5 =34.39
�R MASTER
Ini
1 - 0 8)r�'
=33.58 cfs
MASTER P1
JURUPA AVE.
101
L,j
ry
f r, J
T -W,54-
00
C/I
C)f
C,4
0
:21
V)
LLJ
C/) L
C)
:z
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LLJ -C
m -
-cc u
LLI C
U -
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FeR qA 5 -rc- K
Q -T
64, 1
02
cn 'o
33
x
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C)
-j 1�11 L�;�
U.j
Q-
a- LC
C4
CY
C)
C-�
PLA �
3A-�jTA AdA A�E-,,,-
62, &J, 93 - 3
3. 1) �
&3= 104'02- 6/ �0
-- -34-31
04t = 13?,3V - 104 -22
= 33-59
m Cl.
0 Lu
W >- +a -"x WAA&,v pliln
Ul 0
LLJ 0
uj HvwLe Pef ot
0
cn cr
Pot off"y-
LLI
0:: UF
0 LL.
.Z 0
LLI
m
LLI
C.D
LLI
m
m
=:)
V)
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C%4
z
U�
ui
(31
cy
LU
.j
00
C/I
C)f
C,4
0
:21
V)
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C/) L
C)
:z
V)
LLJ -C
m -
-cc u
LLI C
U -
Ma
FeR qA 5 -rc- K
Q -T
64, 1
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33
x
F(,ioT
C)
-j 1�11 L�;�
U.j
Q-
a- LC
C4
CY
C)
C-�
PLA �
3A-�jTA AdA A�E-,,,-
62, &J, 93 - 3
3. 1) �
&3= 104'02- 6/ �0
-- -34-31
04t = 13?,3V - 104 -22
= 33-59
m Cl.
0 Lu
W >- +a -"x WAA&,v pliln
Ul 0
LLJ 0
uj HvwLe Pef ot
0
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m
25 -YEAR RUNOFF CALCULATIONS
FOR SUBAREAS E-1 , E -2(a), E -2(b) AND F
N
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1233
Analysis prepared by:
Penco Engineering Inc.
One Technology Drive, Building J-725
Irvine, CA 92618
Tel: (949) 753-8111 Fax: (949) 753-0775
DESCRIPTION OF STUDY
• 25 -year Hydrology for Juniper Avenue Storm Drain
• For Areas IDI -Home Depot, E, -Post Office & Streets
• and IF' -Detention Basin/Future Development
FILE NAME: 1390E.DAT
TIME/DATE OF STUDY: 14:25 02/15/2007
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) 18-00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.1100
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*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 0.0312 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN
UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1640.00
ELEVATION DATA: UPSTREAM(FEET) = 1062.80 DOWNSTREAM(FEET) 1053.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.523
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.406
SUBAREA Tc AND LOSS RATE DATA(AMC II): SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap CN (MIN.)
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
COMMERCIAL A 1.69 0.98 0.10 32 16.52
r - 'I
E -2 �
vex
SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 3.51
TOTAL AREMACRES) 1.69 PEAK FLOW RATE(CFS) 3.51
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.52
RAINFALL INTENSITY(INCH/HR) = 2.41
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.69
TOTAL STREAM AREA(ACRES) = 1.69
PEAK FLOW RATE(CFS) AT CONFLUENCE 3.51
FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 430.00
ELEVATION DATA: UPSTREAM(FEET) = 1058.50 DOWNSTREAM(FEET) 1053.60
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.412
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.608
SUBAREA Tc AND LOSS RATE DATA(AMC IV:
scs Tc
Ap
DEVELOPMENT TYPE/ SCS SOIL AREA Fp CN (MIN.)
(ACRES) (INCH/HR) (DECIMAL
Pept
LAND USE GROUP
A 0.33 0.98 0.10 32 8.41
COMMERCIAL
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.04
TOTAL AREMACRES) 0.33 PEAK FLOW RATE(CFS) 1.04
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.41
RAINFALL INTENSITY(INCH/HR) = 3.61
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED FP(INCH/HR) = 0.97
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.33
TOTAL STREAM AREMACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.04
FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 390.00 STREAM(FEET) 1055.00
DOWN
�
ELEVATION DATA: UPSTREAM(FEET) = 1060.00
e-21
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
0 'ce
4f
F no m
ost I -
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
7.902
* 25 YEAR RAINFALL
INTENSITY(INCH/HR) =
3.746
SUBAREA Tc AND LOSS
RATE DATA(AMC II):
Scs Tc
DEVELOPMENT TYPE/
SCS SOIL AREA
(ACRES)
Ap
Fp CN (MIN.)
(INCH/HR) (DECIMAL)
LAND USE
c
GROUP
A 2.80
0.98 0.10 32 7.90
COMMERCIAL
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS)
= 9.19
TOTAL AREMACRES) =
2.80 PEAK FLO W
RATE(CFS) 9.19
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN-) = 7.90
RAINFALL INTENSITY(INCH/HR) = 3.75
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 2.80
TOTAL STREAM AREMACRES) = 2.80
PEAK FLOW RATE(CFS) AT CONFLUENCE 9.19
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.51 16.52 2.406 0.98( 0.10) 0.10 1.7 101.00
2 1.04 8.41 3.608 0.97( 0.10) 0.10 0.3 103.00
c 3 9.19 7.90 3.746 0.98( 0.10) 0.10 2.8 105.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 12.87 7.90 3.746 0.98( 0.10) 0.10 3.9 105.00
2 12.61 8.41 3.608 0.98( 0.10) 0.10 4.0 103.00
3 10.02 16.52 2.406 0.98( 0.10) 0.10 4.8 101.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 7.90
PEAK FLOW RATE(CFS) = 12.87 Tc(MIN.) = Fm(INCH/HR) = 0.10
EFFECTIVE AREA(ACRES) 3.92 AREA -AVERAGED
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.82 101.00 TO NODE 110.00 = 1640.00 FEET.
LONGEST FLOWPATH FROM NODE
FLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOWk<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1041.20 DOWNSTREAM(FEET) 1040.44
FLOW LENGTH(FEET) = 30-00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.99
ESTIMATED PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 12.87
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 7.95
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 112.00 = 1670.00 FEET.
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.) = 7.95
RAINFALL INTENSITY(INCH/HR) = 3.73
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 3.92
TOTAL STREAM AREMACRES) = 4.82
PEAK FLOW RATE(CFS) AT CONFLUENCE 12.87
FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE 7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN.) = 7.66 RAINFALL INTENSITY(INCH/HR) = 3.82
EFFECTIVE AREMACRES) = 11.92
TOTAL AREA(ACRES) = 13.44 PEAK FLOW RATE(CFS) 46.17
AREA -AVERAGED Fm(INCH/HR) 0.06 AREA -AVERAGED Fp(INCH/HR) 0.57
AREA -AVERAGED Ap = 0.10
AnVA TQ TTQWn AS THE TOTAL CONTRIBUTING AREA FOR ALL
NOTE: Errm%_.ilvr�
FrvK4 4ome
CONFLUENCE ANALYSES.
Depo�
FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.66
RAINFALL INTENSITY(INCH/HR) = 3.82
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 11.92
TOTAL STREAM AREMACRES) = 13.44
PEAK FLOW RATE(CFS) AT CONFLUENCE 46.17
** CONFLUENCE DATA **
Q Tc Intensity Fp(Fm) Ap Ae
HEADWATER
STREAM
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 12.87 7.95 3.732 0.98( 0.10) 0.10 3.9
105.00
1 12.61 8.46 3.595 0.98( 0.10) 0.10 4.0
103.00
1 10.02 16.58 2.402 0.98( 0.10) 0.10 4.8
101.00
2 46.17 7.66 3.817 0.57( 0.06) 0.10 11.9
111.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 58.85 7.66 3.817 0.67( 0.07) 0.10 15.7
111.00
2 58.00 7.95 3.732 0.67( 0.07) 0.10 15.8
105.00
3 56.06 8.46 3.595 0.67( 0.07) 0.10 15.9
103.00
4 38.81 16.58 2.402 0.69( 0.07) 0.10 16.7
101.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 58.85 Tc(MIN.) = 7.66
EFFECTIVE AREA(ACRES) 15.69 AREA -AVERAGED Fm(INCH/HR)
= 0.07
AREA -AVERAGED Fp(INCH/HR) = 0.67 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 18.26
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 112.00 = 1670.00 FEET.
FLOW PROCESS FROM NODE 112.00 TO NODE 115.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1040.44 DOWNSTREAM(FEET) 1039.55
FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.56
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 58.85
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) 7.93
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 115.00 = 1810.00 FEET.
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.93
RAINFALL INTENSITY(INCH/HR) = 3.74
AREA -AVERAGED Fm(INCH/HR) = 0.07
AREA -AVERAGED Fp(INCH/HR) = 0.67
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 15.69
TOTAL STREAM AREMACRES) = 18.26
PEAK FLOW RATE(CFS) AT CONFLUENCE 58.85
FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 340.00
ELEVATION DATA: UPSTREAM(FEET) = 1056.50 DOWNSTREAM(FEET) 1052.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
7.609
* 2S YEAR RAINFALL
INTENSITY(INCH/HR) =
3.832
SUBAREA Tc AND LOSS
RATE DATA(AMC II):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
A 1.62
0.98
0.10 32 7.61
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap
= 0.10
SU13AREA RUNOFF(CFS)
5.44
TOTAL AREMACRES) =
1.62 PEAK FLOW
RATE(CFS)
5.44
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.61
RAINFALL INTENSITY(INCH/HR) = 3.83
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED FP(INCH/HR) = 0.98
Frvwl Interim
D, 6, / F, fw re
Deve(opol&t
AREA -AVERAGED Ap = 0.10
Intensity
Fp(Fm)
Ap Ae HEADWATER
NUMBER (CFS) (MIN.)
(INCH/HR)
EFFECTIVE
STREAM AREA(ACRES)
1.62
1 63.35 7.61
3.832
0.70( 0.07)
0.10 16.7
TOTAL STREAM AREA(ACRES) = 1.62
2 64.16 7.93
3.737
0.70( 0.07)
0.10 17.3
111.00
PEAK FLOW
RATE(CFS) AT CONFLUENCE
0.70( 0.07)
5.44
105.00
4 61.06 8.74
3.527
** CONFLUENCE DATA **
0.10 17.5
103.00
5 42.13 16.88
2.376
0.71( 0.07)
STREAM
Q Tc Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS) (MIN.) (INCH/HR)
(INCH/HR)
7.93
(ACRES)
NODE
1
58.85 7.93 3.737
0.67(
0.07)
0.10
15.7
111.00
1
58.00 8.22 3.657
0.67(
0.07)
0.10
15.8
105.00
1
56.06 8.74 3.527
0.67(
0.07)
0.10
15.9
103.00
1
38.81 16.88 2.376
0.69(
0.07)
0.10
16.7
101.00
2
5.44 7.61 3.832
0.98(
0.10)
0.10
1.6
113.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc
Intensity
Fp(Fm)
Ap Ae HEADWATER
NUMBER (CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 63.35 7.61
3.832
0.70( 0.07)
0.10 16.7
113.00
2 64.16 7.93
3.737
0.70( 0.07)
0.10 17.3
111.00
3 63.19 8.22
3.657
0.70( 0.07)
0.10 17.5
105.00
4 61.06 8.74
3.527
0.70( 0.07)
0.10 17.5
103.00
5 42.13 16.88
2.376
0.71( 0.07)
0.10 18.4
101.00
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
64.16
Tc(MIN.) =
7.93
EFFECTIVE AREA(ACRES)
17.31
AREA -AVERAGED Fm(INCH/HR)
= 0.07
AREA -AVERAGED Fp(INCH/HR) = 0.70
AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) =
19.88
LONGEST FLOWPATH FROM NODE 101.00
TO NODE
115.00 = 1810.00 FEET.
/000,
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
19.88
TC(MIN.)
7.93
EFFECTIVE AREA(ACRES)
17.31
AREA -AVERAGED Fm(INCH/HR)= 0.07
AREA -AVERAGED Fp(INCH/HR) 0.70
AREA -AVERAGED Ap = 0.10
PEAK FLOW RATE(CFS)
= 64.16
** PEAK FLOW RATE TABLE **
STREAM Q Tc
Intensity
Fp(Fm)
Ap Ae HEADWATER
NUMBER (CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 63.35 7.61
3.832
0.70( 0.07)
0.10 16.7
113.00
2 64.16 7.93
3.737
0.70( 0.07)
0.10 17.3
111.00
3 63.19 8.22
3.657
0.70( 0.07)
0.10 17.5
105.00
4 61.06 8.74
3.527
0.70( 0.07)
0.10 17.5
103.00
5 42.13 16.88
2.376
0.71( 0.07)
0.10 18.4
101.00
END OF RATIONAL METHOD
ANALYSIS
@4
/00",
�11 STREET CAPACITY CALCULATIONS
N
LEVEL LINE
REFERENCE
IS CENTERLINE
LEVEL
R/W TO WALL P ER
/n 0 /w preimliTIA1 SIDEYARDS
"A
MENT CODE ON
FsDEEvELcoKp
AC PAVING
27.
SEE NOTE 91 95
12 MINIMUM OF 7 -
No 7 COMPACTED NATIVE SUBGRAIDE
0.16
SEE NOTE 2
TypICAL-MID-BL, OCK J12 W
Porkwo
Roadway R/W W p
Desi notion
0.08'
Local 64' 20'
12'
0 60' 18'
(<6001)
12'
Local
0.12-
Local 60* 24'
6*
ri I - 22'
Collector 68
12'
a cc or 68' zts
Industri
6&
920 4'
12'
Aoull,
�we
2_%_
0.5'
OR COMMERCIAL SETBACKS.
\—SIDEWALK OVER 90%
\—CURB COMPACTED NATIVE
TTC0 SEE NOTE 8
ANLj %aw
DTH s, REET
5 �.dewa�lk VA'
4.5'
50
5s
61
A
8"
MIN.
AC
4 "
4 .
5.5"
4.5m
NOTES: L ------ 77 AS
1. THE LEVEL LINE OFFSETS ARE BASED UPON A STRAJGHT GRADE CROSSFALL OF- . EXCEPT
OTHERWISE APPROVED BY THE CITY ENGINEER. "A" CALCULATION INCLUDES 3/8' ASPHALT LIP.
2. ACTUAL THICKNESS OF A.C. PAVEMENT AND/OR BASE COURSE MATERIAL FOR STRUCTURAL
RECOMMENDED BY A GEOTECHNiCAL ENGINEERING REPORT AND
STREET SECTION SHALL BE. FOR APPROVAL UPON COMPLETION -OF ROUGH GRADING
SUBMITTED TO THE CITY OF FONTANA EER. SEE STANDARD DETAIL 1002 FOR
UNLESS OTHERWISE DIRECTED BY THE CITY ENGIN
ADDITIONAL DESIGN PARAMETERS. - - AR -4000. BASE COURSES MIN. 0.15' B—AR-4000.
3. A.C. FINISH COURSES, MIN. 0.1'. C2— E WITH THE STANDARD
4. CRUSHED AGGREGATE BASE SHALL BE IN ACCORDANC — LATEST EDITION)
SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK
AND AS APPROVED BY THE CITY ENGINEER. SHALL BE BASED UPON AN ALIGNMENT STUDY.
5. INTERSECTION CROSS —SECrIONS/GEOMETRy
TY/SPECIFIC PLAN AREAS OTHER STREET CROSS—SECTIONS
6. FOR INFILL AND COMMUNI ENGINEER.
MAY AppLy AS APPROVED BY THE CITY E REOUIRED BY THE CITY ENGINEER
7. ADDITIONAL IMPROVEMENTS BEYOND JOIN LINE MAY B
WHEN MATCHING EXISTING IMPROVEMENTS.
B. EXACT LOCATION/WIDTH OF SIDEWALK MAy VARY AND SHALL BE DETERMINED AT . PLAN REVIEW
AS APPROVED BY THE CITY ENGINEER.
0 By.. CITY OF FONTANA
Vj.0fESS1
P
t led -
e
CM
DATE
CIITY ENGIINE� TYPICAL UNDIVIDED
No. 25126 ROBERT W. WEDDLE STREEr SECTIONS
R
IS
EV. 12/31/01 DRAWN BY: ERIC LEWIS __
MAL VISION. sTD. PLAN NO. 1000 ISHT- i OF'
LA
Affr Ift DATE OF LAST REVISION: -
0.16
0.03'
0.20'
N/A
0.08'
N/A
0.12'
N/A
0
N __�
/A
0.12-
MIN.
AC
4 "
4 .
5.5"
4.5m
NOTES: L ------ 77 AS
1. THE LEVEL LINE OFFSETS ARE BASED UPON A STRAJGHT GRADE CROSSFALL OF- . EXCEPT
OTHERWISE APPROVED BY THE CITY ENGINEER. "A" CALCULATION INCLUDES 3/8' ASPHALT LIP.
2. ACTUAL THICKNESS OF A.C. PAVEMENT AND/OR BASE COURSE MATERIAL FOR STRUCTURAL
RECOMMENDED BY A GEOTECHNiCAL ENGINEERING REPORT AND
STREET SECTION SHALL BE. FOR APPROVAL UPON COMPLETION -OF ROUGH GRADING
SUBMITTED TO THE CITY OF FONTANA EER. SEE STANDARD DETAIL 1002 FOR
UNLESS OTHERWISE DIRECTED BY THE CITY ENGIN
ADDITIONAL DESIGN PARAMETERS. - - AR -4000. BASE COURSES MIN. 0.15' B—AR-4000.
3. A.C. FINISH COURSES, MIN. 0.1'. C2— E WITH THE STANDARD
4. CRUSHED AGGREGATE BASE SHALL BE IN ACCORDANC — LATEST EDITION)
SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK
AND AS APPROVED BY THE CITY ENGINEER. SHALL BE BASED UPON AN ALIGNMENT STUDY.
5. INTERSECTION CROSS —SECrIONS/GEOMETRy
TY/SPECIFIC PLAN AREAS OTHER STREET CROSS—SECTIONS
6. FOR INFILL AND COMMUNI ENGINEER.
MAY AppLy AS APPROVED BY THE CITY E REOUIRED BY THE CITY ENGINEER
7. ADDITIONAL IMPROVEMENTS BEYOND JOIN LINE MAY B
WHEN MATCHING EXISTING IMPROVEMENTS.
B. EXACT LOCATION/WIDTH OF SIDEWALK MAy VARY AND SHALL BE DETERMINED AT . PLAN REVIEW
AS APPROVED BY THE CITY ENGINEER.
0 By.. CITY OF FONTANA
Vj.0fESS1
P
t led -
e
CM
DATE
CIITY ENGIINE� TYPICAL UNDIVIDED
No. 25126 ROBERT W. WEDDLE STREEr SECTIONS
R
IS
EV. 12/31/01 DRAWN BY: ERIC LEWIS __
MAL VISION. sTD. PLAN NO. 1000 ISHT- i OF'
LA
Affr Ift DATE OF LAST REVISION: -
Street Cap -Juniper Avenue (Ultimate)
Worksheet for Irregular Channel
Project Description
Project File g:\hydro\hstd\fmw\gutter-f.fm2
Worksheet 8"C, 18"G (22'Half Width, 2% X -slope)
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Channel Slope 0.005000 ft/ft
Water Surface Elevation 0.57 ft
Elevation range: 0.00 ft to 0.67 ft. Roughness
Station (ft) Elevation (ft) Start Station End Station
0.00 0.67 0.00 1.50 0.013
0.00 0.00 1.50 22.00 0.015
1.50 0.13
1.50 0.16
22.00 0.57
Results
Wtd. Mannings Coefficient
0.014
Discharge
13.33
cfs
Flow Area
4.96
ft2
Wetted Perimeter
22.61
ft
Top Width
22.00
ft
Height
0.57
ft
Critical Depth
0.57
ft
Critical Slope
0.005022 ft/ft
Velocity
2.69
fus
Velocity Head
0.11
ft
Specific Energy
0.68
ft
Froude Number
1.00
Flow is subcritical.
N
ivniper /At/erlue
slope = 0-6X
ml,Nffium
\-Half A C&PACA'�11
TrVA I
W, S. (-ea c6 S crVwr)
FlowMaster v5.13
03/19/07 Road Waterbury, CT 06708 (203) 755-1666 Page I of 1
12:22:25 PM Haestad Methods, Inc. 37 Brookside
Sty-ex/T
Street Capacity -Crown
Cross Section for Irregular Channel
Project Description
Project File g:\hydro\hstd\fmw\gufter-f.fm2
Worksheet 8"C, 18"G (22' Half Width, 2% X -slope)
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Wtd. Mannings Coefficient 0.014
Channel Slope 0.005000 ft/ft
Water Surface Elevation 0.57 ft
—Discharge 13.33 cfs
0. 7
(
0.6
'77
0.5
V_ 0.4
C
0
(0
0.3
0.2
0.1
0.0 25.0
0.0 5.0 10.0 Station (ft) 15.0 20.0
FlowMaster v5-13
03/19/07 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of 1
12:23:30 PM
Flow Depth -in front of Post Office
Worksheet for Irregular Channel
Project Description
Project File g:\hydro\hstd\fmw\gutter-f.fm2
Worksheet 8"C, 18"G (22'Half Width, 2% X -slope)
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.008600 ft/ft
Elevation range: 0.00 ft to 0.67 ft.
Roo
Strejet Slope �r) frul,,t
0� posi of4i�ce
Station (ft) Elevation (ft) Start Station End Station
0.00 0.67 0.00 1.50
n nn 000 1.50 22.00
1.50 0.13
1.50 0.16
22.00 0.57
Discharge 3.51 cfs
Results
Wtd. Mannings Coefficient
C
0.015
Water Surface Elevation
0.36
ft
Flow Area
1.48
ft2
Wetted Perimeter
12.08
ft
Top Width
11.67
ft
Height
0.36
ft
Critical Depth
0.38
ft
Critical Slope
0.005158 ft/ft
Velocity
2.37
ft/s
Velocity Head
0.09
ft
Specific Energy
0.45
ft
Froude Number
1.17
Flow is supercritical.
N
Roughness
0.013
0.015
( 3ee gu4t?4
Hydrologj A4-Ap
Me toz
Dej* k
FlowMaster v5.13
03/19/07
01:40:42 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of 1
Section Data
Wtd. Mannings Coefficient 0.015
Channel Slope 0.008600 ft/ft
Water Surface Elevation 0.36 ft
Discharge 3.51 cfs
0.7 v--- I - I
O.E
/ A#�
0.t
r- 0.4
C
0
0.3
0. 2 1--
0.1
O.OV
0.0
03/19/07
01:40:57 PM
5.0 10.0 15.0 20.0
Station (ft)
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FJOV)
Tn �nylf OT
F05-16 offlIc-le
25.0
FlowMaster v5.13
Page I of I
Flow Depth -in Front of Post Office
Cross Section for Irregular Channel
C
Project Description
Project File
g:\hydro\hstd\fmw\gutter-f.fm2
Worksheet
8T, 18"G (22'Half Width, 2% X -slope)
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Section Data
Wtd. Mannings Coefficient 0.015
Channel Slope 0.008600 ft/ft
Water Surface Elevation 0.36 ft
Discharge 3.51 cfs
0.7 v--- I - I
O.E
/ A#�
0.t
r- 0.4
C
0
0.3
0. 2 1--
0.1
O.OV
0.0
03/19/07
01:40:57 PM
5.0 10.0 15.0 20.0
Station (ft)
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FJOV)
Tn �nylf OT
F05-16 offlIc-le
25.0
FlowMaster v5.13
Page I of I
Floti
Flow Depth -at Laterals C-1 & C-2
Worksheet for Irregular Channel Deptk
0 )
Project Description
Project File
g:\hydro\hstd\fmw\gutter-f.fm2
Worksheet
8"C, 18"G (22'Half Width, 2% X -slope)
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
StreJ Zpe- ot
rA-
LN
03/19/07 FlowMaster v5.13
01:28:05 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
L A?A
e
Input Data
Channel Slope
0.006400 ft/ft
Elevation range: 0.00 ft to 0.67
ft.
Station (ft) Elevation (ft)
Start Station
End Station
Roughness
0.00
0.67
0.00
1.50
0.013
0.00
0.00
1.50
22.00
0.015
1.50
0.13
1.50
0.16
22.00
Discharge
0.57
0.75
cfs
D-isc�-inp-
(gee pocuf feA
Hyarolo�j �44p
Results
Wtd. Mannings Coefficient
0.014
Water Surface Elevation
0.25
ft
Flow Area
0.50
ft2
Wetted Perimeter
6.47
ft
Top Width
6.18
ft
Height
0.25
ft
Critical Depth
0.25
ft
Critical Slope
0.007525 ft/ft
Velocity
1.50
ft/s
Velocity Head
0.03
ft
Specific Energy
0.29
ft
Froude Number
0.92
Flow is subcritical.
rA-
LN
03/19/07 FlowMaster v5.13
01:28:05 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Flow Depth -at Laterals C-1 & C-2 Flov.)
Cross Section for Irregular Channel
Project Description
Project File g:\hydro\hstd\fmw\gutter-f.fm2
Worksheet 8"C, 18"G (22' Half Width, 2% X -slope)
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Section Data
Wtd. Mannings Coefficient
0.014
Channel Slope
0.006400 ft/ft
Water Surface Elevation
0.25 ft
Discharge
0.75 cfs
0.7
O.E
-too",
O.E
C
0
0.2
0.1
0.0/
0.0
5.0 10.0 15.0 20.0
Station (ft)
25.0
03/19/07 FlowMaster v5.13
01:28:48 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of 1
N
Flow Deoth-at Laterals A-1 & A-2
Worksheet for Irregular Channel
Project Description
0.013
Project File
g:\hydro\hstd\fmw\gufter-f.fm2
Worksheet
8"C, 18"G (22'Half Width, 2% X -slope)
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope 0.00 1300 ft/ft
Elevation range: 0.00 ft to 0.67 ft.
ftreet Slope,
Lz)ter�iI5 A-1
N
Station (ft) Elevation (ft) Start Station End Station Roughness
0.00 0.67 0.00 1.50 0.013
0.00 0.00 1.50 22.00 0.015
1.50 0.13
1.50 0.16
22.00 0.57
Discharge 1.56 cfs
Results
Wtd. Mannings Coefficient
0.013
Water Surface Elevation
0.37
ft
Flow Area
1.52
ft2
Wetted Perimeter
12.25
ft
Top Width
11.85
ft
Height
0.37
ft
Critical Depth
0.30
ft
Critical Slope
0.007039 ft/ft
Velocity
1.02
fus
Velocity Head
0.02
ft
Specific Energy
0.38
ft
Froude Number
0.50
Flow is subcritical.
N
\- HOW �qt4A
HoW
03/19/07 FlowMaster v5.13
01:32:38 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of 1
Flow Deoth-at Laterals A- 1 - & A-2 Rold
Cross Section for Irregular Channel NpA
Project Descdption
Project File g:\hydro\hstd\fmw\gufter-f.fm2 OX
Worksheet 8"C, 18"G (22'Half Width, 2% X -slope)
Flow Element Irregular Channel
Method Manning's Formula LDtena�
Solve For Water Elevation A-1 E A -2
Section Data
Wtd. Mannings Coefficient
0.013
Channel Slope
0.00 1300 ft/ft
Water Surface Elevation
0.37 ft
Discharge
1.56 CfS
0.7
O.E
O.t
r- 0.4—
C
0
a)
Uj 0.3
0.2
0.1 —
O.OV
0.0
03/19/07
01:32:47 PM
5.0 10.0 15.0 /-U.0
Station (ft)
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
25.0
FlowMaster v5.13
Page 1 of I
m
JUNIPER AVENUE RUNOFF CAPACITY
I
pq
Juniper Ave. Capacity (with Swale)
Worksheet for Irregular Channel
Project Description
Project File f:\job\2005\01390.01\hydro\sdjuniper\swalecap.fm2
Worksheet Juniper Ave. Capacity (with swale)
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Channel Slope
0.006400 ft/ft
Water Surface Elevation
0.00 ft
Elevation range: -0.78 ft to 0.02 ft.
12.23
Station (ft) Elevation (ft)
Start Station
0.00 0.00
0.00
14.00 -0.28
14.00
16.50 -0.78
19.00
19.00 -0.28
ft
34.00 0.02
0.78
End Station Roughness
14.00 0.015
Results
Wtd. Mannings Coefficient
0.022
Discharge
12.23
cfs
Flow Area
6.57
ft2
Wetted Perimeter
33.10
ft
Top Width
33.00
ft
Height
0.78
ft
Critical Depth
-0.05
ft
Critical Slope
0.011959 ft/ft
Velocity
1.86
ft/s
Velocity Head
0.05
ft
Specific Energy
0.05
ft
Froude Number
0.74
Flow is subcritical.
Water elevation exceeds lowest end station by 0.00 ft.
N
19.00 0.013 <:
34.00 0.030
strea NpAo!tj
PA VE NMI
C010C. VITC
DI RT
FlowMaster v5.13
03/19107 c. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of 1
02:21:11 PM Haestad Methods, In
Juniper Ave. Capacity (with Swale)
Cross Section for Irregular Channel
N
Project Description
Project File f:\job\2005\01390.01\hydro\sdjuniper\swalecap.fm2
Worksheet Juniper Ave. Capacity (with swale)
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Wtd. Mannings Coefficient 0.022
Channel Slope 0.006400 ft/ft
Water Surface Elevation 0.00 ft
Discharge 12.23 cfs
0.1
14
C
0
M
w
N
03/19/07
02:21:17 PM
-0.13877788e-lE
-0.1
-0.�
us
—0.,e
Im
Im
In
Lf
-0.8
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0
Station (ft)
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of I
77
I
J
0
V1 IA
n c.
-i
o r5
-0.8
0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0
Station (ft)
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of I
APPENIMIX'S..
-HYDRAULI(pt.
10
WSPG LINE'gF-399
STORM DRAIN ANALYSIS PLUS JmSD. OUT
original version by Los Angeles County Public Works
Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989
Version 00000
Serial Number 0D000000
Feb 15, 2007 18: 9:29
Input file : junsd.dat
Output file: junsd.out
INPUT FILE LISTING
T1 Juniper Avenue SD - Line F-3
T2 Line F-3 - Q25, WSE control at join existing =1030.5
T3 File: junsd.DAT Date: 2-15-2007
SO 30024.00 102S.34 54 .013 1030.50
* 30024.34 1025.34 54 .013
* 30059.32 1025.56 54 .013 45.00 44.53
* 30536.18 1028.52 54 .013
JX 30541.68 1028.55 54 24 24.014 1.56 1.561029.791029.79 45.0 45.0
R 30695-08 1029.50 54 .013
JX 30706.00 1030.07 48 36 .014 64.7 1030.05 30.0
* 30992.75 1031.85 48 .013
* 30998.25 1031.88 48 .013
* 31419.08 1033.98 48 .013
JX 31428.51 103S.05 42 30 18.014 32.3 0.751034.14103S.38 45.0 45.0
* 31817.75 1037.46 42 .013
* 31823.25 1037.49 42 .013
* 32154.21 1039.55 42 .013
JX 32159.71 1039.58 42 18 .014 5.31 1040.31 45.0
R 32298.18 1040.44 42 .013
JX 32310-18 1041-01 36 36 .014 46.0 1040.86 30.0
R 32339.79 1041.20 36 .013
JX 32345.29 1041.23 36 18 18.014 11.9 0.961042.371041.96 45.0 45.0
SH 36
1 SP
WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE 1
0 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(S) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 18 4 1.50
CD 30 4 2.50
CD 36 4 3.00
CD 42 4 3.50
CD 48 4 4.00
CD 54 4 4.50
1 PAGE NO 1
0 WATER SURFACE PROFILE - TITLE CARD LISTING
PAGE NO 2
W S ELEV
1030.50
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
RADIUS ANGLE ANG PT MAN H
45.00 44.53 .00 0
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
1.6 1029.79 1029.79 45.00 45.00
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.0 1030.05 .00 30.00 .00
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.8 1034.14 103S.38 45.00 4S.00
PAGE NO 3
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
OHEADING LINE
NO
I
IS
-
0
Juniper Avenue
SD -
Line F-3
OHEADING
LINE
NO
2
IS
-
0
Line F-3 -
Q25, WSE
control at
join existing
=1030.5
OHEADING LINE
NO
3
IS
-
0
File: junsd.DAT
Date:
2-15-2007
1
0
WATER SURFACE
PROFILE
ELEMENT CARD LISTING
0 ELEMENT
NO
1
IS
A
SYSTEM OUTLET
UIS DATA
STATION
INVERT
SECT
30024.00
1025.34
54
0 ELEMENT
NO
2
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
30024.34
1025.34
54
.013
0 ELEMENT
NO
3
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
30059.32
1025.56
54
.013
0 ELEMENT
NO
4
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
30536.18
1028.52
54
.013
0 ELEMENT
NO
5
IS
A
JUNCTION
UIS DATA
STATION
INVERT
SECT LAT -1
LAT -2 N
Q3
30541.68
1028.55
54 24
24 .014
1.6
0 ELEMENT
NO
6
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
30695.08
1029.50
54
.013
0 ELEMENT
NO
7
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1
LAT -2 N
Q3
30706.00
1030.07
48 36
0 .014
64.7
0 ELEMENT
NO
8
IS
A
REACH
UIS DATA
STATION
INVERT
SECT
N
30992.75
1031.85
48
.013
0 ELEMENT
NO
9
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
30998.25
1031.88
48
.013
0 ELEMENT
NO
10
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
31419.08
1033.98
48
.013
0 ELEMENT
NO
11
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1
LAT -2 N
Q3
31428.51
1035.05
42 30
18 .014
32.3
1
0
WATER SURFACE
PROFILE
ELEMENT CARD LISTING
0 ELEMENT
NO
12
IS
A
REACH
t
U/S DATA
STATION
INVERT
SECT
N
31817.75
1037.46
42
.013
0 ELEMENT
NO
13
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
31823.25
1037.49
42
.013
0 ELEMENT
NO
14
IS
A
REACH
UIS DATA
STATION
INVERT
SECT
N
321S4.21
1039.55
42
.013
0 ELEMENT
NO
15
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1
LAT -2 N
Q3
PAGE NO 2
W S ELEV
1030.50
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
RADIUS ANGLE ANG PT MAN H
45.00 44.53 .00 0
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
1.6 1029.79 1029.79 45.00 45.00
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.0 1030.05 .00 30.00 .00
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.8 1034.14 103S.38 45.00 4S.00
PAGE NO 3
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
32159.71
1039.58
42
18
0 .014
5.3
.0
1040.31
.00
45.00
.00
0 ELEMENT NO
16 IS
A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
32298.18
1040.44
42
.013
.00
.00
.00
0
0 ELEMENT NO
17 IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
Q3
Q4
INVERT -3
INVERT -4
PHI 3
PHI 4
32310.18
1041.01
36
36
0 .014
46.0
.0
1040.86
.00
30.00
.00
0 ELEMENT NO
18 IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
32339.79
1041.20
36
.013
.00
.00
.00
0
0 ELEMENT NO
19 IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT
LAT -1 LAT -2 N
Q3
Q4
INVERT -3
INVERT -4
PHI 3
PHI 4
32345.29
1041.23
36
18
18 .014
11.9
1.0
1042.37
1041.96
45.00
45.00
0 ELEMENT NO
20 IS
A SYSTEM HEADWORKS
U/S DATA
STATION
INVERT
SECT
W S ELEV
32345.29
1041.23
36
.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION
IS
NOW BEGINNING
WARNING
NO. 2 WATER SURFACE ELEVATION GIVEN IS LESS THAN
OR EQUALS
INVERT
ELEVATION
IN HDWKDS,
W.S.ELEV = INV
+ DC
1
PAGE
I
WATER
SURFACE
PROFILE LISTING
Juniper
Avenue SD - Line
F-3
Line
F-3 - Q25, WSE control
at
join existing =1030.5
File:
junsd.DAT Date: 2-15-2007
0 STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/ BASE/
ZL NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 30024.00
1025.34
5.16
1030.50
165.2
10.39
1.68
1032.18
.00
3.75
4.50
.00
.00 0
.00
0 .34
.00000
.00706
.00
.00
.00
0 30024.34
1025.34
5.16
1030.50
165.2
10.39
1.68
1032.18
.00
3.75
4.SO
.00
.00 0
.00
0 34.98
.00629
.00706
.25
3.99
.00
0 30059.32
1025.56
5.43
1030.99
165.2
10.39
1.68
1032.66
.00
3.7S
4.50
.00
.00 0
.00
0 476.86
.00621
.00706
3.37
4.OS
.00
0 30S36.18
1028.52
5.83
1034.35
165.2
10.39
1.68
1036.03
.00
3.7S
4.50
.00
.00 0
.00
OJUNCT STR
.00546
.00803
.04
.00
0 30541.68
1028.55
5.97
1034.S2
162.0
10.19
1.61
1036.13
.00
3.72
4.50
.00
.00 0
.00
0 153.40
.00619
.00679
1.04
3.91
.00
0 30695.08
1029.50
6.06
1035.56
162.0
10.19
1.61
1037.17
.00
3.72
4.50
.00
.00 0
.00
OJUNCT STR
.05219
.00660
.07
.00
0 30706.00
1030.07
6.40
1036.47
97.3
7.74
.93
1037.40
.00
2.99
4.00
.00
.00 0
.00
0 286.75
.00621
.00459
1.32
2.86
.00
0 30992.75
1031.85
5.94
1037.79
97.3
7.74
.93
1038.72
.00
2.99
4.00
.00
.00 0
.00
0 5.50
OOS46
.00459
.03
3.01
.00
0 30998.2S
1031.88
5.93
1037.81
97.3
7.74
.93
1038.74
.00
2.99
4.00
.00
.00 0
.00
0 420.83
.00499
.00459
1.93
3.14
.00
0 31419.08
1033.98
5.76
1039.74
97.3
7.74
.93
1040.68
.00
2.99
4.00
.00
.00 0
.00
OJUNCT STR
.11348
.00502
.05
.00
0 31428.51
1035-05
5.23
1040.28
64.2
6.67
.69
1040.97
.00
2.51
3.50
.00
.00 0
.00
0 389.24
.00619
.00407
1.58
2.39
.00
1
PAGE
2
WATER
SURFACE
PROFILE LISTING
Juniper
Avenue SD
- Line
F-3
Line
F-3 - Q25,
WSE control at
join existing =1030.5
File:
junsd.DAT
Date:
2-15-2007
0 STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 31817.75
1037.46
4.41
1041.87
64.2
6.67
.69
1042.56
.00
2.51
3.50
.00
.00
0
.00
0 5.50
.00546
.00407
.02
2.51
.00
0 31823.25
1037.49
4.40
1041.89
G4 .2
6.G7
.69
1042.58
.00
2.51
3.50
.00
.00
0
.00
0 330.96
.00622
.00407
1.35
2.39
.00
0 32154.21
1039.55
3.69
1043.24
64.2
6.67
.69
1043.93
.00
2.51
3.SO
.00
.00
0
.00
OJUNCT STR
.00544
.00435
.02
.00
0 32159.71
1039.58
3.86
1043.44
58.9
6.12
.58
1044.02
.00
2.40
3.50
.00
.00
0
.00
0 130.02
.00621
.00340
.44
2.25
.00
0 32289.73
1040.39
3.50
1043.89
58.9
6.12
.58
1044.47
.00
2.40
3.50
.00
.00
0
.00
0 8.45
.00621
.00328
.03
2.25
.00
0 32298.18
1040.44
3.47
1043.91
58.9
6.13
.58
1044.50
.00
2.40
3.50
.00
.00
0
.00
OJUNCT STR
.04751
.00206
.02
.00
0 32310.18
1041.01
3.46
1044.47
12.9
1.82
.05
1044.52
.00
1.14
3.00
.00
.00
0
.00
0 29.61
.00642
.00037
.01
1.00
.00
0 32339.79
1041.20
3.28
1044.48
12.9
1.82
.05
1044.53
.00
1.14
3.00
.00
.00
0
.00
OJUNCT STR
.00546
.00022
.00
.00
0 32345.29
1041.23
3.30
1044.53
.0
.00
.00
1044.53
.00
.03
3.00
.00
.00
0
.00
1
i
STORM DRAIN ANALYSIS PLUS LAT 'A - I
original version by Los Angeles County Public Works
Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989
Version 0000D
Serial Number DD0000DO
Feb 16, 2007 10:38: 1
Input file : jsdal.dat
output file: jsdal.out
INPUT FILE LISTING
T1 JUNIPER AVENUE STORM DRAIN
T2 LATERAL Lat "A-111, WSE control from JUNSD.out = 1034.43
T3 File: JSDA1.DAT
SO 1002.01 1029.79 1 .013 1034.43
R 1018.21 1029.87 1 .013
SH 1
1 SP
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
0 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(S) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 4 2.00
CD 2 4 1.50
CD 3 4 1.00
CD 4 4 .67
CD 5 4 .50
1 PAGE NO 1
0 WATER SURFACE PROFILE - TITLE CARD LISTING
OHEADING LINE NO 1 IS -
0 JUNIPER AVENUE STORM DRAIN
OHEADING LINE NO 2 IS -
0 LATERAL Lat "A-111, WSE control from JUNSD.out 1034.43
OHEADING LINE NO 3 IS -
0 File: JSDA1.DAT
1 PAGE NO 2
0 WATER SURFACE PROFILE ELEMENT CARD LISTING
0 ELEMENT NO 1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT W S ELEV
1002.01 1029.79 1 1034.43
0 ELEMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
1018.21 1029.87 1 .013 .00 .00 .00 0
0 ELEMENT NO 3 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT W S ELEV
1018.21 1029.87 1 .00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
WARNING
NO. 2
WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT
ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
PAGE 1
WATER SURFACE
PROFILE LISTING
JUNIPER AVENUE
STORM DRAIN
LATERAL Lat "A-111,
WSE control from JUNSD.out = 1034.43
File: JSDA1.DAT
0 STATION
INVERT
DEPTH W.S.
Q VEL VEL
ENERGY SUPER
CRITICAL
HGT/ BASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL. ELEV
DEPTH
DIA ID NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 1002.01
1029.79
4.64 1034.43
1.6 .51 .00
1034.43 .00
.43
2.00 .00
.00
0 .00
0 16.20
.00494
.0000s
.00
.42
.00
0 1018.21
1029.87
4.56 1034.43
1.6 .51 .00
1034.43 .00
.43
2.00 .00
.00
0 .00
1
STORM DRAIN ANALYSIS PLUS r #0
I -AT /A-2
original version by Los Angeles County Public Works
Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989
Version 011000
Serial Number 00000000
Feb 16, 2007 10:45: 8
Input file : jsda2.dat
Output file: jsda2.out
INPUT FILE LISTING
T1 JUNIPER AVENUE
STORM DRAIN
T2 LATERAL Lat "A-211,
WSE control from JUNSD.out = 1034.43
T3 File: JSDA2.DAT
SO 1002.01
1029.79
1 .013 1034.43
R 1031.40
1029.93
1 .013
SH
1
1
SP
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
PAGE 1
0 CARD SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4)
Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD 1
4
2.00
CD 2
4
1.50
CD 3
4
1.00
CD 4
4
.67
CD 5
4
.50
1
PAGE NO 1
0
WATER SURFACE PROFILE - TITLE CARD LISTING
OHEADING LINE
NO 1
IS -
0
JUNIPER AVENUE STORM DRAIN
OHEADING LINE
NO 2
IS -
0
LATERAL Lat "A-211, WSE control from JUNSD.out 1034.43
OHEADING LINE
NO 3
IS -
0
File: JSDA2.DAT
1
PAGE NO 2
0
WATER SURFACE PROFILE ELEMENT CARD LISTING
0 ELEMENT NO
I IS
A SYSTEM OUTLET
U/S DATA STATION INVERT SECT W
S ELEV
1002.01 1029.79 1
1034.43
0 ELEMENT NO
2 IS
A REACH
U/S DATA STATION INVERT SECT N
RADIUS ANGLE ANG PT MAN H
1031.40 1029.93 1 .013
.00 .00 .00 0
0 ELEMENT NO
3 IS
A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT W
S ELEV
1031.40 1029.93 1
.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
WARNING NO. 2 WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = !N1V + DC
PAGE 1
WATER SURFACE PROFILE LISTING
JUNIPER AVENUE STORM DRAIN
LATERAL Lat "A-211, WSE control from JUNSD.out = 1034.43
File: JSDA2.DAT
0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
0 L/ELEM so SF AVE HF NORM DEPTH ZR
0 1002 .01 1029.79 4.64 1034.43 1.6 .51 .00 1034.43 .00 .43 2.00 .00 .00 0 .00
0 29.39 .00476 .0000s .00 .43 .00
0 1031.40 1029.93 4.50 1034.43 1.6 .51 .00 1034.44 .00 .43 2.00 .00 .00 0 .00
1
STORM DRAIN ANALYSIS PLUS LAT 1151/
original version by Los Angeles County Public Works
Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989
Version 110000
Serial Number 00000000
Feb 16, 2007 10:51: 4
Input file : jsdlatb.dat
Output file: jsdlatb.out
INPUT FILE LISTING
T1 JUNIPER AVENUE
STORM DRAIN
T2 LATERAL Lat
"B",
WSE control from JUNSD.out = 1036.01
T3 File: JSDLATB.DAT
SO 1005.62
1030.10
2 .013 1036.01
R 1056.00
1030.60
2 .013
SH
2
1
SP
WATER SURFACE PROFILE - CHANNEL DEFINITION
LISTING
PAGE 1
0 CARD SECT
CHN
NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2)
Y(3) Y(4) Y(5)
Y(6) Y(7) Y(8)
Y(9) Y(10)
CODE NO
TYPE
PIERS WIDTH DIAMETER WIDTH DROP
CD 1
4
1.50
CD 2
4
3.00
CD 3
4
1.00
CD 4
4
.67
CD S
4
.50
1
PAGE NO 1
0
WATER SURFACE PROFILE - TITLE CARD LISTING
OHEADING LINE
NO 1
IS -
0
JUNIPER AVENUE STORM DRAIN
OHEADING LINE
NO 2
IS -
0
LATERAL Lat "B", WSE control from JUNSD.out 1036.01
OHEADING LINE
NO 3
IS -
0
File: JSDLATB.DAT
1
PAGE NO 2
0
WATER SURFACE PROFILE ELEMENT CARD LISTING
0 ELEMENT NO
1 IS
A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
W S ELEV
1005.62 1030.10 2
1036.01
0 ELEMENT NO
2 IS
A REACH
U/S DATA STATION INVERT SECT N
RADIUS ANGLE
ANG PT MAN H
10S6.00 1030.60 2 .013
.00 .00
.00 0
0 ELEMENT NO
3 IS
A SYSTEM HEADWORKS
UIS DATA STATION INVERT SECT
W S ELEV
1056.00 1030.60 2
.00
I
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
WARNING
NO. 2
WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT
ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
PAGE 1
WATER SURFACE PROFILE LISTING
JUNIPER AVENUE STORM DRAIN
LATERAL Lat "B", WSE control from JUNSD.out = 1036.01
File: JSDLATB.DAT
0 STATION
INVERT
DEPTH W.S. Q VEL VEL ENERGY SUPER
CRITICAL
HGT/ BASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV HEAD GRD.EL. ELEV
DEPTH
DIA ID NO.
PIER
0 L/ELEM
so
SF AVE HF
NORM DEPTH
ZR
0 1005.62
1030.10
5.91 1036.01 64.8 9.17 1.31 1037.32 .00
2.58
3.00 .00
.00
0 .00
0 50.38
.00993
.00944 .48
2.39
.00
0 1056.00
1030.60
5.89 1036.49 64.8 9.17 1.31 1037.79 .00
2.58
3.00 .00
.00
0 .00
1
STORM DRAIN ANALYSIS PLUS
original version by Los Angeles County Public Works
Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989
Version 00000
Serial Number 000DO000
Feb 16, 2007 11: 0: 2
Input file : jsdcl.dat
Output file: jsdcl.out
INPUT FILE LISTING
f
ft I/
LAT C-1
T1 JUNIPER AVENUE
STORM DRAIN
T2 LATERAL Lat "C -l",
WSE control from JUNSD.out = 1039.74
T3 File: JSDC1.DAT
SO 1003.63 1035.40
2 .013 1039.74
R 1018.21 1035.54
2 .013
SH
2
1
SP
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
PAGE 1
0 CARD SECT CHN
NO OF AVE PIER HEIGHT I BASE ZL
ZR INV Y(1) Y(2) Y(3) Y(4)
Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE
PIERS WIDTH DIAMETER WIDTH
DROP
CD 1 4
1.50
CD 2 4
1.50
CD 3 4
1.00
CD 4 4
.67
CD 5 4
.50
1
PAGE NO 1
0
WATER SURFACE PROFILE - TITLE CARD
LISTING
OHEADING LINE NO 1
IS -
0
JUNIPER AVENUE STORM DRAIN
OHEADING LINE NO 2
IS -
0
LATERAL Lat "C-111, WSE control
from JUNSD.out 1039.74
OHEADING LINE NO 3
IS -
0
File: JSDC1.DAT
1
PAGE NO 2
0
WATER SURFACE PROFILE ELEMENT
CARD LISTING
0 ELEMENT NO I IS
A SYSTEM OUTLET
UIS DATA STATION INVERT SECT
W
S ELEV
1003.63 1035.40 2
1039.74
0 ELEMENT NO 2 IS
A REACH
UIS DATA STATION INVERT SECT
N
RADIUS ANGLE ANG PT MAN H
1018.21 1035.54 2
.013
.00 .00 .00 0
0 ELEMENT NO 3 IS
A SYSTEM HEADWORKS
UIS DATA STATION INVERT SECT
W
S ELEV
1018.21 1035.54 2
.00
NO EDIT ERRORS ENCOUNTERED
-COMPUTATION IS NOW BEGINNING
WARNING
NO. 2
WATER SURFACE ELEVATION GIVEN IS LESS THAN
OR EQUALS INVERT
ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
PAGE 1
WATER
SURFACE
PROFILE LISTING
JUNIPER AVENUE STORM DRAIN
LATERAL Lat "C-111, WSE control
from JUNSD.out = 1039.74
File: JSDC1.DAT
0 STATION
INVERT
DEPTH W.S. Q VEL
VEL
ENERGY SUPER
CRITICAL
HGT/ BASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL. ELEV
DEPTH
DIA ID NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 1003.63
1035.40
4.34 1039.74 .8 .45
.00
1039.74 .00
.32
1.so .00
.00
0 .00
0 14.S8
.00960
.00006
.00
.27
.00
0 1018.21
1035.54
4.20 1039.74 .8 .45
.00
1039.74 .00
.32
1.50 .00
.00
0 00
I
STORM DRAIN ANALYSIS PLUS L A T "C 2"
original version by Los Angeles County Public Works
Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989
Version ODOOD
Serial Number 00000000
Feb 16, 2007 11: 3:31
Input file : jsdc2.dat
output file: jsdc2.out
INPUT FILE LISTING
TI JUNIPER AVENUE STORM DRAIN
T2 LATERAL Lat
"C-211,
WSE control from JUNSD.out = 1039.74
T3 File: JSDC2.DAT
SO 1003.63
1034.16
2 .013 1039.74
R 1038.72
1034.32
2 .013
SH
2
1
SP
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
PAGE 1
0 CARD SECT
CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4)
Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO
TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1
4
1.50
CD 2
4
2.50
CD 3
4
1.00
CD 4
4
.67
CD 5
4
.50
1
PAGE NO 1
0
WATER SURFACE PROFILE - TITLE CARD LISTING
OHEADING LINE
NO I IS
-
0
JUNIPER AVENUE STORM DRAIN
OHEADING LINE
NO 2 IS
-
0
LATERAL Lat "C-211, WSE control from JUNSD.out 1039.74
OHEADING LINE
NO 3 IS
-
0
File: JSDC2.DAT
1
PAGE NO 2
0
WATER SURFACE PROFILE ELEMENT CARD LISTING
0 ELEMENT NO
1 IS A
SYSTEM OUTLET
UIS DATA STATION INVERT SECT W
S ELEV
1003.63 1034.16 2
1039.74
0 ELEMENT NO
2 IS A
REACH
UIS DATA STATION INVERT SECT N
RADIUS ANGLE ANG PT MAN H
1038.72 1034.32 2 .013
.00 .00 .00 0
0 ELEMENT NO
3 IS A
SYSTEM HEADWORKS
UIS DATA STATION INVERT SECT W
S ELEV
1038.72 1034.32 2
.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
WARNING
NO. 2
WATER SURFACE ELEVATION GIVEN IS LESS
THAN
OR EQUALS INVERT
ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
PAGE 1
WATER
SURFACE
PROFILE LISTING
JUNIPER AVENUE STORM DRAIN
LATERAL Lat "C-211, WSE control
from JUNSD.out = 1039.74
File: JSDC2.DAT
0 STATION
INVERT
DEPTH W.S. Q VEL
VEL
ENERGY SUPER
CRITICAL
HGT/ BASE/
ZL
NO AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL. ELEV
DEPTH
DIA ID NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 1003.63
1034.16
S.S8 1039.74 32.3 6.58
.67
1040.41 .00
1.93
2.50 .00
.00
0 .00
0 35.09
.00456
.00620
.22
2.50
.00
0 1038.72
1034.32
5.64 1039.96 32.3 6.S8
.67
1040.63 .00
1.93
2.50 .00
.00
0 .00
1
LA"I $ F
STORM DRAIN ANALYSIS PLUS
Original version by Los Angeles County Public Works
Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989
Version 00000
Serial Number DD000000
Feb 16, 2007 11: 8:36
Input file : jsdf.dat
output file: jsdf.out
INPUT FILE LISTING
T1 JUNIPER AVENUE STORM DRAIN
T2 LATERAL Lat 'IF", WSE
control from JUNSD.out = 1043.23
T3 File: JSDF.DAT
SO 1003.36 1040.32 2
.013 1043.23
* 1011.02 1040.36 2
.013
* 1028.65 1040.44 2
.013 22.SO 44.88
* 1043.99 1040.52 2
.013
SH 2
1
SP
WATER SURFACE PROFILE CHANNEL DEFINITION LISTING
PAGE 1
0 CARD SECT CHN NO OF
AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8)
Y(9) Y(10)
CODE NO TYPE PIERS
WIDTH DIAMETER WIDTH DROP
CD 1 4
1.50
CD 2 4
1.50
CD 3 4
1.00
CD 4 4
.67
CD 5 4
.50
ERROR MESSAGE NUMBER 7
IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA
INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE
1
PAGE NO 1
0
WATER SURFACE PROFILE TITLE CARD LISTING
OHEADING LINE NO 1 IS -
0
JUNIPER AVENUE STORM DRAIN
OHEADING LINE NO 2 IS -
0
LATERAL Lat 'IF", WSE control from JUNSD.out 1043.23
OHEADING LINE NO 3 IS -
0
File: JSDF.DAT
1
PAGE NO 2
0
WATER SURFACE PROFILE ELEMENT CARD LISTING
0 ELEMENT NO 1 IS A SYSTEM
OUTLET
UIS
DATA STATION INVERT SECT W S ELEV
1003.36 1040.32 2 1043.23
0 ELEMENT NO 2 IS A REACH
UIS
DATA STATION INVERT SECT N RADIUS ANGLE
ANG PT MAN H
1011.02 1040.36 2 .013 .00 .00
.00 0
0 ELEMENT NO
3 IS
A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS ANGLE
ANG
PT
MAN H
1028.6S
1040.44
2
.013
22.50 44.88
.00
0
0 ELEMENT NO
4 IS
A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS ANGLE
ANG
PT
MAN H
1043.99
1040.52
2
.013
.00 .00
.00
0
0 ELEMENT NO
S IS
A SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
1043.99
1040.52
2
.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS
NOW BEGINNING
WARNING
NO. 2
WATER SURFACE ELEVATION GIVEN IS LESS THAN
OR EQUALS
INVERT
ELEVATION
IN HDWKDS,
W.S.ELEV = INV
+ DC
1
PAGE
1
WATER
SURFACE
PROFILE LISTING
JUNIPER AVENUE STORM DRAIN
LATERAL Lat 'IF",
WSE control from JUNSD.out
= 1043.23
File: JSDF.DAT
0 STATION
INVERT
DEPTH W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/ BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA ID NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 1003.36
1040.32
2.91 1043.23
5.4
3.06
.15
1043.38
.00
.90
1.50 .00
.00
0
.00
0 7.66
.00523
.00264
.02
.94
.00
0 1011.02
1040.36
2.89 1043.25
5.4
3.06
.15
1043.40
.00
.90
1.50 .00
.00
0
.00
0 17.63
.00453
.00264
.05
.99
.00
0 1028.65
1040.44
2.88 1043.32
5.4
3.06
.15
1043.46
.00
.90
1.50 .00
.00
0
.00
0 15.34
.00522
.00264
.04
.94
.00
0 1043.99
1040.52
2.84 1043.36
5.4
3.06
.15
1043.50
.00
.90
1.50 .00
.00
0
.00
1
STORM DRAIN ANALYSIS PLUS LAT IrD 11
Original version by Los Angeles County Public Works
Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989
Version 00000
Serial Number [10000000
Feb 16, 2007 11:13:44
input file : jsdlatd.dat
output file: jsdlatd.out
INPUT FILE LISTING
TI JUNIPER AVENUE STORM DRAIN
T2 LATERAL Lat
I'D", WSE control from JUNSD.out = 1043.91
T3 File: JSDLATD.DAT
SO 1004.49
1040.81
2 .013 1043.91
* 1012.62
1040.90
2 .013
* 1059.65
1041.49
2 .013 45.00
59.90
* 1060.69
1041.50
2 .013
SH
2
1
SP
WATER SURFACE PROFILE
CHANNEL DEFINITION LISTING
PAGE
1
0 CARD SECT
CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR
INV Y(1) Y(2) Y(3) Y(4) Y(5)
Y(6) Y(7) Y(8)
Y(9)
Y(10)
CODE NO
TYPE PIERS WIDTH DIAMETER WIDTH
DROP
CD 1
4
1.50
CD 2
4
3.00
CD 3
4
1.00
CD 4
4
.67
CD 5
4
.50
1
PAGE NO
1
0
WATER SURFACE PROFILE - TITLE CARD
LISTING
OHEADING LINE
NO I IS
-
0
JUNIPER AVENUE STORM DRAIN
OHEADING LINE
NO 2 IS
-
0
LATERAL Lat I'D", WSE control from JUNSD.out 1043.91
OHEADING LINE
NO 3 IS
-
0
File: JSDLATD.DAT
1
PAGE NO
2
0
WATER SURFACE PROFILE ELEMENT CARD LISTING
0 ELEMENT NO
1 IS A
SYSTEM OUTLET
UIS DATA STATION INVERT SECT
W S ELEV
1004.49 1040.81 2
1043.91
0 ELEMENT NO
2 IS A
REACH
UIS DATA STATION INVERT SECT
N
RADIUS ANGLE
ANG PT
MAN H
1012.62 1040.90 2
.013
.00 .00
.00
0
0 ELEMENT NO
3 IS A
REACH
U/S DATA STATION INVERT SECT
N
RADIUS ANGLE
ANG PT
MAN H
X
1059.65
1041.49
2
.013
4S.00
S9.90
.00
0
0 ELEMENT NO 4 IS
A REACH
U/S DATA STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG
PT MAN H
1060.69
1041.SO
2
.013
.00
.00
.00
0
0 ELEMENT NO 5 IS
A SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
1060.69
1041.50
2
.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS
NOW BEGINNING
WARNING
NO. 2 WATER SURFACE ELEVATION GIVEN IS LESS THAN
OR EQUALS
INVERT
ELEVATION
IN HDWKDS,
W.S.ELEV
= INV
+ DC
1
PAGE
1
WATER
SURFACE
PROFILE LISTING
JUNIPER AVENUE STORM DRAIN
LATERAL Lat I'D",
WSE control from JUNSD.out = 1043.91
File: JSDLATD.DAT
0 STATION
INVERT
DEPTH W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/ BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA ID
NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 1004.49
1040.81
3.10 1043.91
46.2
6.54
.66
1044.57
.00
2.21
3.00
.00
.00
0
.00
0 8.13
.01107
.00480
.04
1.77
.00
0 1012.62
1040.90
3.05 1043.95
46.2
6.54
.66
1044.61
.00
2.21
3.00
.00
.00
0
.00
0 13.95
.01254
.00476
.07
1.71
.00
0 1026.S7
1041.08
3.00 1044.08
46.2
6.54
.66
1044.74
.00
2.21
3.00
.00
.00
0
.00
0 26.16
.01254
.00446
.12
1.71
.00
0 10S2.74
1041.40
2.72 1044.12
46.2
6.86
.73
1044.85
.00
2.21
3.00
.00
.00
0
.00
0 6.91
.01254
.00427
.03
1.71
.00
0 1059.6S
1041.49
2.62 1044.11
46.2
7.05
.77
1044.88
.00
2.21
3.00
.00
.00
0
.00
0 1.04
.00963
.00436
.00
1.86
.00
0 1060.69
1041.50
2.61 1044.11
46.2
7.07
.78
1044.89
.00
2.21
3.00
.00
.00
0
.00
0 .00
.00963
.00219
.00
1.86
.00
0 1060.69
1041-50
2.61 1044.11
46.2
7.07
.78
1044.89
.00
2.21
3.00
.00
.00
0
.00
1
STORM DRAIN ANALYSIS PLUS LAT I(E- I
original version by Los Angeles County Public Works
Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989
Version 00000
Serial Number 0000000D
Feb 16, 2007 11:19:56
Input file : jsdel.dat
output file: jsdel.out
INPUT FILE LISTING
T1 JUNIPER AVENUE STORM DRAIN
T2 LATERAL Lat "E -l",
WSE control from JUNSD.out = 1044.48
T3 File: JSDE1.DAT
SO 1002.89 1041.98
2 .013 1044.48
R 1018.21 1042.13
2 .013
SH
2
1
SP
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
PAGE 1
0 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4)
Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 4
1.50
CD 2 4
1.50
CD 3 4
1.00
CD 4 4
.67
CD 5 4
.50
1
PAGE NO 1
0
WATER SURFACE PROFILE - TITLE CARD LISTING
OHEADING LINE NO 1 IS
-
0
JUNIPER AVENUE STORM DRAIN
OHEADING LINE NO 2 IS
-
0
LATERAL Lat "E -l", WSE control from JUNSD.out 1044.48
OHEADING LINE NO 3 IS
-
0
File: JSDE1.DAT
1
PAGE NO 2
0
WATER SURFACE PROFILE ELEMENT CARD LISTING
0 ELEMENT NO 1 IS A
SYSTEM OUTLET
UIS DATA STATION INVERT SECT W
S ELEV
1002.89 1041.98 2
1044.00
0 ELEMENT NO 2 IS A
REACH
UIS DATA STATION INVERT SECT N
RADIUS ANGLE ANG PT MAN H
1018.21 1042.13 2 .013
.00 .00 .00 0
0 ELEMENT NO 3 IS A
SYSTEM HEADWORKS
UIS DATA STATION INVERT SECT W
S ELEV
1018.21 1042.13 2
.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
WARNING
NO. 2
WATER SURFACE ELEVATION GIVEN IS LESS
THAN
OR EQUALS INVERT
ELEVATION IN HDWKDS,
W.S.ELEV = INV + DC
PAGE
1
WATER
SURFACE
PROFILE LISTING
JUNIPER AVENUE STORM DRAIN
LATERAL Lat "E-111, WSE control
from JUNSD.out = 1044.48
File: JSDE1.DAT
0 STATION
INVERT
DEPTH W.S. Q VEL
VEL
ENERGY SUPER
CRITICAL
HGT/ BASE/
ZL
NO
AVBPR
ELEV
OF FLOW ELEV
HEAD
GRD.EL. ELEV
DEPTH
DIA ID NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 1002.89
1041.98
2.02 1044.00 1.0 .57
.00
1044.01 .00
.38
1.50 .00
.00
0
.00
0 15.32
.00979
.00009
.00
.32
.00
0 1018.21
1042.13
1.87 1044.00 1.0 .57
.00
1044.01 .00
.38
1.50 .00
.00
0
.00
I
STORM DRAIN ANALYSIS PLUS LAI frE-Z"
original version by Los Angeles County Public Works
Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989
Version 00000
Serial Number 00000000
Feb 16, 2007 11:24:58
Input file : jsde2.dat
output file: jsde2.out
INPUT FILE LISTING
T1 JUNIPER AVENUE STORM DRAIN
T2 LATERAL Lat "E-211,
WSE
control from JUNSD.out = 1044.48
T3 File: JSDE2.DAT
SO 1002.89 1042.78
2
.013 1044.48
* 1011.02 1045.13
2
.013
* 1023.63 1048.79
2
.013 22.50 32.09
* 1028.6S 1048.84
2
.013 22.50 12.79
* 1031.99 1048.88
2
.013
JX 1035.16 1049.14
2 2
.013 2.68 1040.31 45.0
R 1039.99 1049.16
2
.013
SH
2
1
SP
WATER SURFACE PROFILE CHANNEL DEFINITION LISTING
PAGE 1
0 CARD SECT CHN NO OF
AVE PIER HEIGHT I BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5)
Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS
WIDTH DIAMETER WIDTH DROP
CD 1 4
1.50
CD 2 4
1.S0
CD 3 4
1.00
CD 4 4
.67
CD 5 4
.50
1
PAGE NO 1
0
WATER SURFACE PROFILE - TITLE CARD LISTING
OHEADING LINE NO 1 IS
-
0
JUNIPER AVENUE STORM DRAIN
OHEADING LINE NO 2 IS
-
0
LATERAL Lat "E-211, WSE control from JUNSD.out 1044.48
OHEADING LINE NO 3 IS
-
0
File: JSDE2.DAT
1
PAGE NO 2
0
WATER SURFACE PROFILE ELEMENT CARD LISTING
0 ELEMENT NO 1 IS A
SYSTEM OUTLET
UIS DATA STATION INVERT SECT W S ELEV
1002.89 1042.78 2 1044.48
0 ELEMENT NO 2 IS A
REACH
UIS DATA STATION INVERT SECT N
RADIUS ANGLE ANG PT MAN H
1011.02
1045.13
2
.013
.00
.00
.00
0
0 ELEMENT NO
3 IS
A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG
PT
MAN H
1023.63
1048.79
2
.013
22.50
32.09
.00
0
0 ELEMENT NO
4 IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG
PT
MAN H
1028.65
1048.84
2
.013
22.50
12.79
.00
0
0 ELEMENT NO
5 IS
A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG
PT
MAN H
1031.99
1048.88
2
.013
.00
.00
.00
0
0 ELEMENT NO
6 IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT
LAT -1 LAT -2 N
Q3
Q4
INVERT -3 INVERT
-4
PHI 3
PHI
4
1035.16
1049.14
2
2
0 .013
2.7
.0
1040.31
.00
45.00
.00
0 ELEMENT NO
7 IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG
PT
MAN H
1039.99
1049.16
2
.013
.00
.00
.00
0
0 ELEMENT NO
8 IS
A SYSTEM HEADWORKS
U/S DATA
STATION
INVERT
SECT
W S ELEV
1039.99
1049.16
2
.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS
NOW BEGINNING
WARNING
NO. 2 WATER SURFACE ELEVATION GIVEN
IS LESS
THAN
OR EQUALS
INVERT
ELEVATION
IN HDWKDS,
W.S.ELEV = INV
+ DC
PAGE
1
WATER
SURFACE
PROFILE LISTING
JUNIPER
AVENUE STORM DRAIN
LATERAL Lat "E-211,
WSE control
from JUNSD.out = 1044.48
File:
JSDE2.DAT
0 STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/ BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 1002.89
1042.78
.57
1043.34
11.9
19.54
5.93
1049.28
.00
1.31
1.50
.00
.00
0
.00
0 3.13
.28905
.13253
.41
.47
.00
0 1006.02
1043.69
.58
1044.27
11.9
18.66
5.41
1049.68
.00
1.31
1.50
.00
.00
0
.00
0 2.73
.2890S
.11646
.32
.47
.00
0 1008.75
1044.47
.61
1045.08
11.9
17.79
4.92
1050.00
.00
1.31
1.50
.00
.00
0
.00
0 2.27
.28905
.10227
.23
.47
.00
0 1011.02
1045.13
.63
1045.76
11.9
16.96
4.47
1050.23
.00
1.31
1.50
.00
.00
0
.00
0 1.46
.29025
.09110
.13
.47
.00
0 1012.48
1045.55
.65
1046.20
11.9
16.35
4.16
1050.35
.00
1.31
1.50
.00
.00
0
.00
0 1.69
.29025
.08127
.14
.47
.00
0 1014.17
1046.04
.67
1046.71
11.9
15.59
3.78
1050.49
.00
1.31
1.50
.00
.00
0
.00
0 1.46
.29025
.07144
.10
.47
.00
0 1015.63
1046.47
.69
1047.16
11.9
14.87
3.43
1050.59
.00
1.31
1.50
.00
.00
0
.00
0 1.26
.29025
.06283
.08
.47
.00
0 1016.88
1046.83
.72
1047.55
11.9
14.17
3.12
1050.67
.00
1.31
1.50
.00
.00
0
.00
0 1.09
.29025
.05530
.06
.47
.00
0 1017.97
1047.15
.75
1047.90
11.9
13.51
2.84
1050.73
.00
1.31
1.50
.00
.00
0
.00
0 .95
.29025
.04871
.05
.47
.00
0 1018.92
1047.42
.78
1048.20
11.9
12.88
2.58
1050.78
.00
1.31
1.50
.00
.00
0
.00
0 .83
.29025
.04291
.04
.47
.00
0 1019.75
1047.66
.81
1048.47
11.9
12.29
2.35
1050.82
.00
1.31
1.50
.00
.00
0
.00
0 .72
.29025
.03785
.03
.47
.00
1
PAGE
2
WATER
SURFACE
PROFILE LISTING
JUNIPER AVENUE STORM DRAIN
LATERAL
Lat "E-211,
WSE
control
from JUNSD.out = 1044.48
File:
JSDE2.DAT
0 STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 1020.47
1047.87
.84
1048.71
11.9
11.71
2.13
1050.84
.00
1.31
1.50
.00
.00
0
.00
0 .63
.29025
.03342
.02
.47
.00
0 1021.10
1048.05
.87
1048.93
11.9
11.17
1.94
1050.86
.00
1.31
1.50
.00
.00
0
.00
0 .54
.29025
.02955
.02
.47
.00
0 1021.63
1048.21
.91
1049.12
11.9
10.65
1.76
1050.88
.00
1.31
1.50
.00
.00
0
.00
0 .47
.29025
.02617
.01
.47
.00
0 1022.10
1048.35
.94
1049.29
11.9
10.15
1.60
1050.89
.00
1.31
1.50
.00
.00
0
.00
0 .40
.29025
.02320
.01
.47
.00
0 1022.50
1048.46
.98
1049.45
11.9
9.68
1.46
1050.90
.00
1.31
1.50
.00
.00
0
.00
0 .34
.29025
.02062
.01
.47
.00
0 1022.83
1048.56
1.03
1049.58
11.9
9.23
1.32
1050.91
.00
1.31
1.50
.00
.00
0
.00
0 .27
.29025
.01836
.01
.47
.00
0 1023.10
1048.64
1.07
1049.71
11.9
8.80
1.20
1050.91
.00
1.31
1.50
.00
.00
0
.00
0 .22
.29025
.01642
.00
.47
.00
0 1023.32
1048.70
1.12
1049.82
11.9
8.39
1.09
1050.92
.00
1.31
1.50
.00
.00
0
.00
0 .17
.29025
.01474
.00
.47
.00
0 1023.49
1048.75
1.18
1049.92
11.9
8.00
.99
1050.92
.00
1.31
1.50
.00
.00
0
.00
0 .10
.29025
.01332
.00
.47
.00
0 1023.59
1048.78
1.24
1050.02
11.9
7.63
.90
1050.92
.00
1.31
1.50
.00
.00
0
.00
0 .04
.29025
.01216
.00
.47
.00
0 1023.63
1048.79
1.31
1050.10
11.9
7.27
.82
1050.92
.00
1.31
1.50
.00
.00
0
.00
0 5.02
.00995
.01141
.06
1.50
.00
1
PAGE
3
WATER
SURFACE
PROFILE LISTING
JUNIPER AVENUE STORM DRAIN
LATERAL Lat "E-211,
WSE
control
from JUNSD.out = 1044.48
File:
JSDE2.DAT
0 STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 1028.65
1048.84
1.37
1050.21
11.9
7.03
.77
1050.98
.00
1.31
1.50
.00
.00
0
.00
0 3.34
.01199
.01121
.04
1.28
.00
0 1031.99
1048.88
1.36
1050.24
11.9
7.07
.78
1051.02
.00
1.31
1.50
.00
.00
0
.00
OJUNCT STR
.08202
.0094S
.03
.00
0 1035.16
1049.14
1.73
1050.87
9.2
5.21
.42
1051.29
.00
1.17
1.50
.00
.00
0
.00
0 4.83
.00415
.00767
.04
1.50
.00
0 1039.99
1049.16
1.75
1050.91
9.2
5.21
.42
1051.33
.00
1.17
1.50
.00
.00
0
.00
1
CATCH BASIN SIZING
12
0
CATCH BAN -�r Latera Is 1 A-2
( R4 fMr-e )
Worksheet for Curb Inlet In Sag - I
Flow Element: Curb Inlet In Sag
Solve For: Curb Opening Length
Discharge:
1.56
ftl/s
Spread:
11.00
ft
Gutter Width:
2.00
ft
Gutter Cross Slope:
0.08
ft/ft
Road Cross Slope:
0.02
ft/ft
Opening Height:
0.57
ft
Curb Throat Type:
Horizontal
Local Depression:
2.00
in
Local Depression Width:
2.00
ft
Throat Incline Angle:
90.00
degrees
Ii0IIIIII!!I
Cp-CH BA,N for- Lz�ter-,-)Is C-1 g
( FCA t L4 (P— )
Worksheet for Curb Inlet On Grade - I
Flow Element: Curb Inlet On Grade
Solve For: Curb Opening Length
Slope: 0.00600 ft/ft
Gutter Width: 2.00 ft
Gutter Cross Slope: 0.08 ft/ft
Road Cross Slope: 0.02 ft/ft
Manning Coefficient: 0.013
Efficiency: 100.00 %
Local Depression: 2.00 in
Local Depression Width: 2.00 ft
Curb Opening Length:
Intercepted Flow:
Bypass Flow:
Spread:
Depth:
Flow Area:
Gutter Depression:
Total Depression:
Velocity:
Equivalent Cross Slope:
Length Factor:
Total Interception Length
4.78
0.75
0.00
4.66
0.22
0.34
0.13
0.29
2.18
0.15331
1.00
4.78
L) 5E
- U
toof.
Li = '7, 0
ft
ft3/S
ft3/S
ft
ft
ft2
ft
ft
ft/S
ftift
ft
CATCH BAN jor Lntmat 11E — I //
(FtA ttL re- )
Worksheet for Curb Inlet On Grade - I
on
01111
w
104
Solve For:
Curb Opening Length
Slope:
0.00940
ft/ft
Gutter Width:
2.00
ft
Gutter Cross Slope:
0.08
ftift
Road Cross Slope:
0.02
ft/ft
Manning Coefficient:
0.013
Efficiency:
100.00
%
Local Depression:
2.00
in
Local Depression Width:
2.00
ft
Curb Opening Length:
6.36
ft
intercepted Flow:
1.04
Irte-rceft4m) ftl/s
Bypass Flow:
0.00
ft3/S
Spread:
5.01
ft
Depth:
0.23
ft
Flow Area:
0.38
ft2
Gutter Depression:
0.13
ft
Total Depression:
0.29
ft
Velocity:
2.76
ft/S
Equivalent Cross Slope:
0.14999
ft/ft
Length Factor:
1.00
Total Interception Length:
6.36
ft
01111
CATCH BASN To r L D te4 a� If E-2 /I
(? Sbvthwest cert)er of Post office
Worksheet for Curb Inlet On Grade - I
Flow Element: Curb Inlet On Grade
Solve For: Efficiency
ir
Discharge:
3.51
ft3/S
Slope:
0.00940
ft/ft
Gutter Width:
2.00
ft
Gutter Cross Slope:
0.08
ftift
Road Cross Slope:
0.02
ft/ft
Manning Coefficient:
Curb Opening Length:
0.013
10.00 propoSeJ le440PI
ft
Local Depression:
2.00
in
Local Depression Width:
2.00
ft
0,
Efficiency:
92.78
%
Intercepted Flow:
3.26
ft3/S
Bypass Flow:
0.25
ftl/s
Spread:
9.75
ft
Depth:
0.32
ft
Flow Area:
1.08
ft2
Gutter Depression:
0.13
ft
Total Depression:
0.29
ft
Velocity:
3.26
ft/s
Equivalent Cross Slope:
0.10635
ft/ft
Length Factor:
0.77
Total Interception Length:
13.02
ft
for 10ox. �kjte"-Cepfl,P,� b�-- 13,02'
Ose L = 10.0' e4T1,Cf,e,0Clj
10 t4?,Ke�tej f(01) == 3.26
5j fM-S �1,10 = 0, 25
RISER CALCULATIONS
13
RISER HYDRAULIC CALCULATIONS
Q = 3.OLHY2
Q Flowfrom Modified Hydrology
L Riser Circumference
H Head
24" Riser at Lateral A-1
Q 1.56 cfs
L 6.283ft
4 H = 0.19ft
24" Riser at Lateral A-2
Q 1.56 cfs
L 6283ft
4 H = 0.19ft
48" Riser at Lateral B
Q 64.85 cfs
L 12.566ft
4 H = 1.44ft
24" Riser at Lateral C-1
Q 0.75 cfs
L 6283ft
4 H = 0.12ft
48" Riser at Lateral C-2
Q 32.25 cfs
L 12.566ft
-J+ H = 0. 90ft
24" Riser at Lateral E-1
Q 1.04 cfs
L 6283ft
4 H = 0.14ft
ON
14
'Lo -1
APPENDIX C:
RECORD DRAWINGS
14
A
APPENDIX D:
HOME DEPOT HYDROLOGY REPORT
EO
IHYDROLOGY STUDY
for
THE HOME DEPOT
In
THE CITY OF FONTANA
SANTA ANA AVE., BETWEEN JUNIPER AND SIERRA AVE.
Prepared For:
The Home Depot
3800 Chapman Avenue
Orange, California 92868
(714) 940-3682
Prepared By:
PENCO Engineering, Inc
One Technology Park, Building J-725
Irvine, CA 92618
(949) 753-8111
JANUARY 2007
HYDROLOGYSTUDY
FOR
Home DePOt
in APPROVED
THE CITY OF FONTANA FEB 12 2007
BUILDING & SAFETY
CITY OF FONTANA
CSG
THESE PLANS AND DETAILS ARE
APPROVED
THE APPROVAL OF THESE PLANS
SHALL NOT BE CONSTRUED TO BE
A PEWAT FOR ANY VIOLATION OF
ANY CJ4 OR RDI NCE.
ByC__
Date
THESE PLANS SHALL BE ON THE
FOR ALL REQUESTED INSPECTIONS.
Prepared by
PENCO Engineering, Inc.
One Technology Park, Building J-725
Irvine, CA 92618
(949) 753-8111
Under the Supervision of:
Esthex ff
r arriga
Registered CiviM_ngineer No. 50152
Exp. 6-30-07
JANUARY 2007
2
C)�Esslo
44z)
BAP"97
Ev
CIV 'k -
F G
TABLE OF CONTENTS
Report
Introduction
Hydrology
Hydraulic
Water Quality
Summary
References
Appendices
Appendix A: Rational Method
Appendix A-1: Hydrology for 1 0 -year storm
Appendix A-2: Hydrology for 25 -year storm
Appendix A-3: Hydrology for 50 -year storm
Appendix A-4: Hydrology for 1 00 -year storm
Appendix A-5: Hydrologic Reference Materials and Master Plan
Documentation
Appendix B: Hydraulic
Appendix B-1: Catch Basin Sizing
Appendix B-2: Pipe Full Flow Capacity Table
Appendix C: Water Quality
Appendix C-1: CDS Unit Details
Appendix C-2: Cultec Infiltration System
Hydrology Map (full size folded in baCk PoCket)
rK,
M
INTRODUCTION
1.0 SCOPE AND PURPOSE
This report has been prepared as supporting calculations for the drainage design for the
proposed Home Depot at the southwest corner of Santa Ana Avenue and Sierra Avenue, in
the City of Fontana, California.
The existing subject property is rectangular in shape with moderate terrain sloping
southwesterly. The subject property consists of vacant lots. There is no existing storm
drain system in the vicinity of the project site.
The proposed project consists of approximately 13 Acres for the proposed Home Depot
building, two future pads and parking lots. The proposed project grading and drainage
will be consistent with the proposed land use and City of Fontana Drainage Master Plan.
2.0 SITE LOCATION AND DESCRIPTION
The project is located in the City of Fontana, County of San Bernardino, California. The
project is bound by Santa Ana Avenue to the north, Sierra Avenue to the east, residential
lots to the south and a proposed Post Office to the west. See location map in Figure 1.
The proposed Home Depot on-site drainage system will consist of a 36" outlet pipe into
proposed Line F-3 on Juniper Avenue Storm Drain. Line F-3, is part of System DZ -4 per the
City of Fontana's Master Plan of Drainage. This line will be designed along Juniper to
intercept drainage from the proposed Post Office, the Home Depot site and other parcels
along Juniper. This line will be in place when the Home Depot site gets developed, plans
have already been submitted to the City for approval.
There are no off-site tributary flows into this drainage area.
2
N
300M
700ft
Boyle Ave
Boyle Ave
Slaver Ave
Slaver Ave
Allso or
a
>
<
_0
-4
0
T -f cl Ot
c
Dt
>
<
ED
> Z
LX
z
,.,W—
Santa Ana
Ave
Santa Ana Ave
AL
Bark St
ca
Ldac St
go
a I-OCATI Oti
U-3 kiladrone St
Underwood Dr
Peat St
Kraft Ln
sircftee St
Eucatyptis
Redmaple St.
4
-cower St
Jurupp Ave co
Jurupa Ave
0
VhWaest Dr
Flita Ln - I
Tr.Wmy Ck
A,,,ue Del Sal
CL
:OW -
C,
ILI
ValleyvOe Dr
A Of Junwa M14
.plogelle
p
to Via De Ann
4 '-La
Kofte Ln
Goidentrea Ave
Vesu R,
0 2DO5 MapQuestcom, Iric,
02005 N*AVTEQ
m
FIGURE 1
6�
HYDROLOGY
The hydrology for the Drainage Study for the proposed Home Depot at the southwest corner
of Santa Ana Avenue and Sierra Avenue, in the City of Fontana, County of San Bernardino
has been prepared in the Hydrology Report
The hydrology is based on the County of San Bernardino Hydrology Manual.
Advanced Engineering Software (AES) program was utilized to calculate the peak discharge
at sub -area drainage areas.
Analysis of the site was done using the 1 00 -year storm f requencies. The 25 -year peak flow
rates are to design the street storm capacity not to exceed the top of curb and must be
contained within the street right -of -way for the 1 00 -year peak flow rate.
The design discharge in the drainage area considered in this study is listed in the table
below:
Summary Hydrology - Rational Method (see Appendix A-1 through A-4 for
calculation):
See Appendix A-1: 0 year-sto
Drainage Area Area ir
A-3, A-4, B-4, B-5
A-1, A-5, B-6, B-7
A-2, A-6
A-7
B-8, B-9
A-9, A- 10
B-1, B-2, B-3
B-1 1, q-1 _2,B-1 3
A-8
B-10
T �Oqt a I
'Ilwkwl
I I
Acre
QI0__7
in cfs
Q10 confluence
in cfs
2.34
7.71
7.71
4.77
15.41
21.59
2.20
7.31
28.44
0.85
2.64
31.06
0.39
1.54
32.25
0.70
2.68
2.68
0.79
2.75
5.18
0.69
2.32
7.37
0.51
2.00
9.07
0.20
0.79
9.81
13.44
41.52
M
I--- A f%. f%rm ..- -4-
,.)ee mppel luly, /A -e-
Drainage Area
yuctl
Area in Ac -re
025
onfluence
Q25confluence
in cfs
in cfs
A-3, A-4, BD -4, B-5
-
2.34
8.57
8.57
A-1, A-5, B-6, B-7
4.77
17.12
23.98
A-2, A -6E
2.20
8.12
31.59
A-7
0.85
2.94
34.52
B-8, B-9
0.39
1.71
35.20
A-9, A- 10
0.70
2.97
2.97
B-1, B-2, B-3
0.79
3.05
5.76
B -11,B -12,B-13
0.69
2.58
--8-19
A-8
0.51
2.23
10.09
B-10
0.20
0.88
10.91
Total
13.44
46.17
A A. -4 Af% . - - � -+^ rrV%
Z)ee /-Xppur lum
Drainage Area
I vv-yvcl ",V. I I
Area in Acre
Q100
in cfs
Q100 confluence
in cfs
A-3, A-4, B-4, B-5
A-1, A-5, B-6, B-7
A-2, A-6
A-7
B-81 B-9
A-9, A- 10
B-1, B-2, B-3
-11, B-1 2, B-1 3
B r
A-8
B-1 0
2.34
4.77
2.20
0.85
0.39
0.70
0.79
0.69
0.51
0
0.20
0
10.59
21.17
10.04
3.63
2.11
3.67
3.76
2
3.19
2.75
1.08
10.
29.69
39.11
43 . 57
44.36
3.67
7.12
10.13
12.47
13.48
Total
57.16
HYDRAULICS
1.0 STORM DRAIN CALCULATIONS
The Los Angeles County's computer program Water Surface Pressure Gradient (WSPG,
Reference 4) was used to determine the hydraulic grade line.
Open Channel, Pipe and Inlet program Flow Master by Haestad Methods, Reference 5 was
used to determine the street capacity, ditch capacity and inlet sizing.
Main line system: the following assumptions and criteria were used to design the main line
system:
n = 0.013 for reinforced concrete pipe, n = 0.014 for reinforced concrete box, and n
0.010 for HDPE (High Density Polyethylene) pipe.
The minor losses considered in this study are as follows: friction loss, junction loss,
transition loss, and manhole loss. In order to minimize junction structure losses, all junctions
are inleting the main line at an angle of approximately 45 degrees
N
See Catch basin sizing on Appendix B-1.
See Pipe sizing based on Full Flow Capacity on Appendix B-2.
WATER QUALITY
The following page is the water quality volume calculation (as part of the Water Quality
Management plan prepared by Penco Engineering and approved by the Environmental
Division of the City of Fontana) to show the flow of water that needs to be treated for
water quality to comply with local and state regulations and the Clean Water Act.
Appendix C-1 shows details of the CDS unit chosen to clean this volume. In addition to
this unit an infiltration system is required by the City to Fontana to further reduce the
volume and further clean pollutants. Calculations and details of this system are shown in
Appendix C-2.
M
M
This sheet is for the volume calculations
10
M
sk�.�
SUMMARY
The proposed Home Depot project is in conformance with existing drainage patterns. The
proposed grading and the proposed storm drain will intercept the 25 -year peak runoff from
proposed project. The on-site storm drain system will outlet into the proposed Line F-3
Juniper Avenue storm drain, City's Master Plan of Drainage System DZ -4.
Project impacts related to drainage and water quality runoff would be less than significant.
11
*W.�
REFERENCES
1 . County of San Bernardino Hydrology Manual.
2. Grading Plan for Home Depot by PENCO Engineering, Inc.
3. Advanced Engineering Software, A.E.S. Rational Method Hydrology Software
package,2000.
4. Hydraulic Calculations with Haestad Method, Inc., Flow Master V6.0
5. Water Quality Management Plan by Penco Engineering, Inc. dated May 11, 2006
12
104
APPENDIX A:
HYDROLOGY - RATIONAL METHOD
, c 13
IN
APPENDIX A-1:
RATIONAL METHOD - PROPOSED CONDITION -
C 10 -YEAR STORM
14
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 198G SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1233
Analysis prepared by:
Penco Engineering Inc.
one Technology Drive, Building J-725
Irvine, CA 92618
Tel: (949) 753-8111 Fax: (949) 753-0775
DESCRIPTION OF STUDY
• jN 1390. HOME DEPOT FONTANA HYDROLOGY ANALYSIS.
• PREPARED 5 JANUARY, 2007
• 10 -year Hydrology
FILE NAME: 1390Q10.DAT
TIME/DATE OF STUDY: 11:20 01/OS/2007
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE
= 0.95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) =
0.6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.0000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*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 0.0312 0.167
0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET (Top -of -Curb)
as (Maximum Allowable Street Flow Depth) -
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 21 -----
----------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA< -
INITIAL SUBAREA FLOW-LFNGTH(FEET) 315.00
ELEVATION DATA: UPSTREAM(FEET) 62.12 DOWNSTREAM(FEET) 56.26
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGEH**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.734
I
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.715
SUBAREA Tc AND LOSS RATE DATA(AMC IV:
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 1.41 0.57 0.10 69 6.73
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 4.64
TOTAL AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) 4.64
FLOW PROCESS FROM NODE 110.00 TO NODE 113.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) S3.21 DOWNSTREAM(FEET) 51.26
FLOW LENGTH(FEET) = 79.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 6.88
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 4.64
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) 6.88
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 113.00 394.00 FEET.
FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.88
RAINFALL INTENSITY(INCH/HR) = 3.67
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.41
TOTAL STREAM AREMACRES) = 1.41
PEAK FLOW RATE(CFS) AT CONFLUENCE 4.64
FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL MET140D INITIAL SLTBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 142.00
ELEVATION DATA: UPSTREAM(FEET) = 75.84 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELFVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA pp
LAND USE GROUP (ACRES) (INCH/HR)
COMMERCIAL C 0.32 0.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.26
TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS)
P�
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.10 69 S.00
0.57
1.26
FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAMWEET) 51.26
FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.48
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.26
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) 5.08
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 113.00 183.00 FEET.
FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUM13ER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.08
RAINFALL INTENSITY(INCH/HR) = 4.40
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.32
TOTAL STREAM AREMACRES) = 0.32
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.26
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.64 6.88 3.666 0.57( 0.06) 0.10 1.4 109.00
2 1.26 5.08 4.399 0.57( 0.06) 0.10 0.3 111.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.38 5.08 4.399 0.57( 0.06) 0.10 1.4 111.00
2 5.69 '6.88 3.666 0.57( 0.06) 0.10 1.7 109.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.69 Tc(MIN.) = 6.88
EFFECTIVE AREMACRES) 1.73 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.73
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 113.00 394.00 FEET.
FLOW PROCESS FROM NODE 113.00 TO NODE 118.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 51.26 DOWNSTREAM(FEET) 48.95
FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) 8.51
GIVEN PIPE DIAMETER(INCH)
PIPE-FLOW(CFS) = 5.69
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
18.00 NUMBER OF PIPES = 1
0.24 Tc(MIN.) 7.12
109.00 TO NODE 118.00 517.00 FEET.
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.12
RAINFALL INTENSITY(INCH/HR) = 3.59
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.73
TOTAL STREAM AREA(ACRES) = 1.73
PEAK FLOW RATE(CFS) AT CONFLUENCE 5.69
FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 198.00
ELEVATION DATA: UPSTREAM(FEET) = 58.83 DOWNSTREAM(FEET) 56.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHMGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.895
10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.023
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.28 0.57 0.10 69 5.90
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.00
TOTAL AREMACRES) = 0.28 PEAK FLOW RATE(CFS) 1.00
FLOW PROCESS FROM NODE 115.00 TO NODE 118.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 49.95 DOWNSTREAM(FEET) 48.95
FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 3.58
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.00
PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) 6.60
LONGEST FLOWPATH FROM NODE 114.00 TO NODE 118.00 349.00 FEET.
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = �3
lu
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.60
RAINFALL INTENSITY(INCH/HR) = 3.76
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.28
TOTAL STREAM AREA(ACRES) = 0.28
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.00
FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 158.00
ELEVATION DATA: UPSTREAM(FEET) = 76.16 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.037
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.422
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.33 0.57 0.10 69 5.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.30
TOTAL AREA(ACRES) 0.33 PEAK FLOW RATE(CFS) 1.30
FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 48.95
FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10-98
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.30
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.10
LONGEST-FLOWPATH FROM NODE 116.00 TO NODE 118.00 199.00 FEET.
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 5.10
RAINFALL INTENSITY(INCH/HR) = 4.39
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.33
TOTAL STREAM AREA(ACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.30
** CONFLUENCE DATA **
STREAM
Q Tc
Intensity
Fp(Fm)
Ap Ae
HEADWATER
NUMBER
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
5.38 5.33
4.276
O.S7( 0.06)
0.10
1.4
111.00
1
5.69 7.12
3.592
0.57( 0.06)
0.10
1.7
109.00
2
1.00 6.60
3.761
0.57( 0.06)
0.10
0.3
114.00
3
1.30 5.10
4.389
0.57( 0.06)
0.10
0.3
116.00
RAINFALL
INTENSITY AND
TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCHIHR) (INCHIHR) (ACRES) NODE
1 7.49 5.10 4.389 0.57( 0.06) 0.10 1.8 116.00
2 7.57 5.33 4.276 0.57( 0.06) 0.10 1.9 111.00
3 7.71 6.60 3.761 0.57( 0.06) 0.10 2.2 114.00
4 7.70 7.12 3.592 0.57( 0.06) 0.10 2.3 109.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.71 Tc(MIN.) = 6.60
EFFECTIVE AREA(ACRES) 2.23 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.34
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 118.00 517.00 FEET.
FLOW PROCESS FROM NODE 118.00 TO NODE 123.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.95 DOWNSTREAM(FEET) 48.12
FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 7.85
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 7.71
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) 6.74
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 123.00 583.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # I <<<<<
FLOW PROCESS FROM NODE 118.50 TO NODE 118.70 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 480.00
ELEVATION DATA: UPSTREAM(FEET) = 62.49 DOWNSTREAM(FEET) 54.29
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.107
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.323
SUBAREA Tc AND LOSS RATE DATA(AMC IV: Scs Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL �c 2.90 0.57 0.10 69 8.11
no
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = O.S7
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 8.53 PEAK FLOW RATE(CFS) 8.53
TOTAL AREMACRES) 2.90
FLOW PROCESS FROM NODE 118.70 TO NODE 120.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 50.20 DOWNSTREAM(FEET) 48.92
FLOW LENGTH(FEET) = 217.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 5.96
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 8.53
PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) 8.71 697.00 FEET.
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 120.00
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 8.71
RAINFALL INTENSITY(INCH/HR) = 3.18
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 2.90
TOTAL STREAM AREA(ACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE 8.53
FLOW PROCESS FROM NODE 119.00 TO NODE 120-00 IS CODE 21
------------------------------------------------ ---------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<-<
> >USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 204.00 NSTREAM(FEET) 54.92
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOW
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.909
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.018
SUBAREA TC AND LOSS RATE DATA(AMC II): Ap SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp MIN.)
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 1.22 0.57 0.10 69 5.91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 4.35 (CFS) 4.35
TOTAL AREA(ACRES) = 1.22 PEAK FLOW RATE
FLOW PROCESS FROM NODE 120.00 TO NODE 120-00 IS CODE
----------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>,>,AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.91
RAINFALL INTENSITY(INCH/HR) = 4.02
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.22
TOTAL STREAM AREA(ACRES) = 1.22
PEAK FLOW RATE(CFS) AT CONFLUENCE 4.3S
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.53 8.71 3.183 0.57( 0.06) 0.10 2.9 118.50
2 4.35 5.91 4.018 O.S7( 0.06) 0.10 1.2 119.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 11.68 5.91 4.018 0.57( 0.06) 0.10 3.2 119.00
2 11.96 8.71 3.183 0.57( 0.06) 0.10 4.1 118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.96 Tc(MIN.) = 8.71
EFFECTIVE AREMACRES) 4.12 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.12
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 120.00 697.00 FEET.
FLOW PROCESS FROM NODE 120.00 TO NODE 123.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.92 DOWNSTREAM(FEET) 48.12
FLOW LENGTH(FEET) = 117.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEETISEC.) 6.77
PIPE FLOW VELOCITY = (TOTAL FLOW)J(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 11.96
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) 9.00
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 123.00 814.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.00
RAINFALL INTENSITY(INCH/HR) = 3.12
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 4.12
TOTAL STREAM AREMACRES) =_ 4.12
PEAK FLOW RATE(CFS) AT CONFLUENCE 11.96
FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 155.00
ELEVATION DATA: UPSTREAM(FEET) = 76.10 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.33 0.57 0.10 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.30
TOTAL AREMACRES) = 0.33 PEAK FLOW RATE(CFS) 1.30
FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 48.12
FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.38
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.30
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.OG
LONGEST FLOWPATH FROM NODE 121.00 TO NODE 123.00 199.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 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.) = 5.06
RAINFALL INTENSITY(INCH/HR) = 4.41
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.33
TOTAL STREAM AREA(ACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.30
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUM13ER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 11.68 6.20 3.902 0.57( 0.06) 0.10 3.2 119.00
1 11.96 9.00 3.121 0.57( 0.06) 0.10 4.1 118.50
2 1.30 S.06 4.407 0.57( 0.06) 0.10 0.3 121.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
9
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 12.09 5.06 4.407 0.57( 0.06) 0.10 2.9 121.00
2 12.83 6.20 3.902 0.57( 0.06) 0.10 3.5 119.00
3 12.88 9.00 3.121 0.57( 0.06) 0.10 4.4 118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.88 Tc(MIN.) = 9.00
EFFECTIVE AREA(ACRES) 4.45 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.4S
LONGEST FLOWPATH FROM NODE 118.SO TO NODE 123.00 814.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<<<<<
** MAIN
STREAM CONFLUENCE DATA **
STREAM
Q Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
12.09 5.06
4.407
0.57( 0.06)
0.10
2.9
121.00
2
12.83 6.20
3.902
0.57( 0.06)
0.10
3.5
119.00
3
12.88 9.00
3.121
0.57( 0.06)
0.10
4.4
118.50
LONGEST
FLOWPATH FROM NODE 118.50
TO NODE
123.00
814.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM
Q Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
7.49 5.24
4.318
0.57( 0.06)
0.10
1.8
116.00
2
7.57 5.47
4.210
0.57( 0.06)
0.10
1.9
111.00
3
7.71 6.74
3.714
0.57( 0.06)
0.10
2.2
114.00
4
7.70 7.26
3.550
0.57( 0.06)
0.10
2.3
109.00
LONGEST
FLOWPATH FROM NODE 109.00
TO NODE
123.00
583.00 FEET.
** PEAK
FLOW RATE TABLE
**
STREAM
Q Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
19.48 5.06
4.407
0.57( 0.06)
0.10
4.7
121.00
2
19.69 5.24
4.318
0.57( 0.06)
0.10
4.9
116.00
3
19.91 5.47
4.210
0.57( 0.06)
0.10
5.1
111.00
4
20.48 6.20
3.902
0.57( 0.06)
0.10
5.6
119.00
5
20.55 6.74
3.714
0.57( 0.06)
0.10
5.9
114.00
6
20.S5 7.26
3.550
0.57( 0.06)
0.10
6.2
109.00
7
19.63 9.00
3.121
O.S7( 0.06)
0.10
6.8
118-50
TOTAL
AREA(ACRES)
6.79
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) =
20.55 Tc(MIN.)
=
7.263
EFFECTIVE AREA(ACRES)
6.21 AREA -AVERAGED
Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED
Ap = 0.10
TOTAL AREA(ACRES) =
6.79
LONGEST
FLOWPATH FROM NODE 118.50 TO NODE
123.00
814.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 126.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
10
ELEVATION DATA: UPSTREAM(FEET) 48.12 DOWNSTREAM(FEET) 47.67
FLOW LENGTH(FEET) = 92.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC-) 6.54
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 20.55
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) 7.50
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 126.00 906.00 FEET.
FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.)
= 7.50
RAINFALL INTENSITY(INCH/HR)
= 3.48
AREA -AVERAGED Fm(INCH/HR) =
0.06
AREA -AVERAGED Fp(INCH/HR) =
0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES)
6.21
TOTAL STREAM AREA(ACRES) =
6.79
PEAK FLOW RATE(CFS) AT CONFLUENCE 20.55
FLOW PROCESS FROM NODE 124.00 TO NODE 125.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 175.00
ELEVATION DATA: UPSTREAM(FEET) = 76.50 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = S.247
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.315
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.32 0.57 0.10 69 5.25
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.23 1.23
TOTAL AREMACRES) = 0.32 PEAK FLOW RATE(CFS) =
FLOW PROCESS FROM NODE 125.00 TO NODE 126.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 47.67
FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.3 INCHES
PIPE -FLOW VELOCITY(FEETISEC.) = 11.64
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.23
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.31
LONGEST FLOWPATH FROM NODE 124.00 TO NODE 126.00 217.00 FEET.
11
FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 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.) = 5.31
RAINFALL INTENSITY(INCHJHR) = 4.29
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED AP = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.32
TOTAL STREAM AREMACRES) = 0.32
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.23
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 19.48 5.31 4.283 0.57( 0.06) 0.10 4.7
121.00
1 19.69 5.48 4.201 0.57( 0.06) 0.10 4.9
116.00
1 19.91 5.71 4.102 0.57( 0.06) 0.10 5.1
111.00
1 20.48 6.44 3.816 0.57( 0.06) 0.10 5.6
119.00
1 20.55 6.97 3.638 0.57( 0.06) 0.10 5.9
114.00
1 20.55 7.50 3.483 0.57( 0.06) 0.10 6.2
109.00
1 19.63 9.2S 3.071 0.57( 0.06) 0.10 6.8
118.50
2 1.23 5.31 4.285 0.57( 0.06) 0.10 0.3
124.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 20.70 5.31 4.285 0.57( 0.06) 0.10 5.0
124.00
2 20.71 5.31 4.283 O.S7( 0.06) 0.10 5.0
121.00
3 20.90 5.48 4.201 0.57( 0.06) 0.10 5.2
116.00
4 21.09 5.71 4.102 0.57( 0.06) 0.10 5.4
111.00
5 21.57 6.44 3.816 0.57( 0.06) 0.10 5.9
119.00
6 21.59 6.97 3.638 0.57( 0.06) 0.10 6.2
114.00
7 21.54 7.50 3.483 0.57( 0.06) 0.10 6.5
109.00
8 20.51 9.25 3.071 0.57( 0.06) 0.10 7.1
118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 21.59 Tc(MIN.) = 6.97
EFFECTIVE AREA(ACRES) 6.25 AREA -AVERAGED Fm(INCH/HR)
= 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 7.11
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 126.00 906.00
FEET.
FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE =
41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 47.67 DOWNSTREAM(FEET)
46.92
FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.22
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES
PIPE-FLOW(CFS) 21.59�
12
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) 7.17
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 127.00 = 1005.00 FEET.
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
FLOW PROCESS FROM NODE 126.10 TO NODE 126.30 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 330.00
ELEVATION DATA: UPSTREAM(FEET) = 58.75 DOWNSTREAM(FEET) 54.44
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.364
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.521
SUBAREA Tc AND LOSS RATE DATA(AMC II) -
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 1.21 0.57 0.10 69 7.36
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA RUNOFF(CFS) 3.77
TOTAL AREA(ACRES) = 1.21 PEAK FLOW RATE(CFS) 3.77
FLOW PROCESS FROM NODE 126.30 TO NODE 126.90 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 52.10 DOWNSTREAM(FEET) 48.36
FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.00
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 3.77
PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) 7.96
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 126.90 580.00 FEET.
FLOW PROCESS FROM NODE 126.90 TO NODE 126.90 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.) = 7.96
RAINFALL INTENSITY(INCH/HR) = 3.36
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = O.S7
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.21
TOTAL STREAM AREA(ACRES) = 1.21
PEAK FLOW RATE(CFS) AT CONFLUENCE 3.77
FLOW PROCESS FROM NODE 126.50 TO NODE 126.70 IS CODE 21
13
m
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 207.00
ELEVATION DATA: UPSTREAMWEET) = 57.98 DOWNSTREAM(FEET) 54.71
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.882
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.029
SU13AREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.99 0.57 0.10 69 5.88
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 3.54
TOTAL AREA(ACRES) = 0.99 PEAK FLOW RATE(CFS) 3.54
FLOW PROCESS FROM NODE 126.70 TO NODE 126.90 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 51.56 DOWNSTREAM(FEET) 48.37
FLOW LENGTH(FEET) = 37.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.34
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 3.S4
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 5.93
LONGEST FLOWPATH FROM NODE 126.50 TO NODE 126.90 244.00 FEET.
FLOW PROCESS FROM NODE 126.90 TO NODE 126.90 IS CODE 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.93
RAINFALL INTENSITY(INCH/HR) = 4.01
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.99
TOTAL STREAM AREA(ACRES) = 0.99
PEAK FLOW RATE(CFS) AT CONFLUENCE 3.54
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.77 7.96 3.360 0.57( 0.06) 0.10 1.2 126.10
2 3.54 S.93 4.010 0.57( 0.06) 0.10 1.0 126.50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
14
1 6.90 5.93 4.010 0.57( 0.06) 0.10 1.9 126.50
2 6.73 7.96 3.360 0.57( 0.06) 0.10 2.2 126.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.90 Tc(MIN.) = 5.93
EFFECTIVE AREA(ACRES) 1.89 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.20
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 126.90 580.00 FEET.
FLOW PROCESS FROM NODE 126.90 TO NODE 127.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.35 DOWNSTREAM(FEET) 47.94
FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.31
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 6.90
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) 6.20
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 127.00 665.00 FEET.
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUM13ER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.90 6.20 3.905 0.57( 0.06) 0.10 1.9 126.50
2 6.73 8.23 3.294 0.57( 0.06) 0.10 2.2 126.10
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 127.00 665.00 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 20.70 5.51 4.191 0.57( 0.06) 0.10 5.0 124.00
2 20.71 5.51 4.188 0.57( 0.06) 0.10 5.0 121.00
3 20.90 5.69 4.112 0.57( 0.06) 0.10 5.2 116.00
4 21.09 5.91 4.018 0.57( 0.06) 0.10 5.4 111.00
5 21.57 6.64 3.746 0.57( 0.06) 0.10 5.9 119.00
6 21.59 7.17 3.577 0.57( 0.06) 0.10 6.2 114.00
7 21.S4 7.70 3.428 0.57( 0.06) 0.10 6.5 109.00
8 20.51 9.45 3.032 0.57( 0.06) 0.10 7.1 118.50
LONGEST FLOWPATH FROM NODE 118.SO TO NODE 127.00 = 1005.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 27.29 5.51 4.191 0.57( 0.06) 0.10 6.7 124.00
2 27.30 S.51 4.188 0.57( 0.06) 0.10 6.7 121.00
3 27.57 5.69 4.112 0.57( 0.06) 0.10 6.9 116.00
4 27.86 5.91 4.018 0.57( 0.06) 0.10 7.2 111.00
5 28.18 6.20 3.905 0.57( 0.06) 0.10 7.5 126.50
6 28.43 6.64 3.746 0.57( 0.06) 0.10 7.9 119.00
7 28.40 7.17 3.577 0.57( 0.06) 0.10 8.3 114.00
8 28.32 7.70 3.428 0.57( 0.06) 0.10 8.6 109.00
9 27.96 8.23 3.294 0.57( 0.06) 0.10 8.9 126.10
15
10 26.69 9.45 3.032 0.57( 0.06) 0.10 9.3 118.50
TOTAL AREMACRES) = 9.31
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 28.43 Tc(MIN.) = 6.640
EFFECTIVE AREMACRES) 7.90 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 9.31
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 127.00 = 100S.00 FEET.
FLOW PROCESS FROM NODE 127.00 TO NODE 130.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 46.92 DOWNSTREAM(FEET) 44.63
FLOW LENGTHWEET) = 364.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.40
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 28.43
PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) 7.36
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 130.00 1369.00 FEET.
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 7.36
RAINFALL INTENSITY(INCH/HR) = 3.52
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 7.90
TOTAL STREAM AREMACRES) = 9.31
PEAK FLOW RATE(CFS) AT CONFLUENCE 28.43
FLOW PROCESS FROM NODE 128.00 TO NODE 129.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 315.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 54.33
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.403
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.510
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
COMMERCIAL C 0.85 0.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 2.64
TOTAL AREMACRES) = 0.85 PEAK FLOW RATE(CFS)
16
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.10 69 7.40
0.57
2.64
FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) 50.50 DOWNSTREAM(FEET) 44.63
FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11-51
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 2.64
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) 7.52
LONGEST FLOWPATH FROM NODE 128.00 TO NODE 130.00 397.00 FEET.
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 7.52
RAINFALL INTENSITY(IMCHIHR) = 3.48
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES)
0.85
TOTAL STREAM AREMACRES) = 0.85
PEAK FLOW RATE(CFS) AT CONFLUENCE
2.64
CONFLUENCE DATA
STREAM Q Tc Intensity
F p(Fm)
Ap Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 27.29 6.24 3.890
0.57( 0.06)
0.10
6.7
124.00
1 27.30 6.24 3.888
0.57( 0.06)
0.10
6.7
121.00
1 27.57 6.41 3.825
0.57( 0.06)
0.10
6.9
116.00
1 27.86 6.63 3.748
0.57( 0.06)
0.10
7.2
111.00
1 28.18 6.92 3.655
0.57( 0.06)
0.10
7.5
126.50
1 28.43 7.36 3.521
0.57( 0.06)
0.10
7.9
119.00
1 28.40 7.90 3.376
0.57( 0.06)
0.10
8.3
114.00
1 28.32 8.42 3.248
0.57( 0.06)
0.10
8.6
109.00
1 27.96 8.95 3.132
0.57( 0.06)
0.10
8.9
126.10
1 26.69 10.18 2.899
0.57( 0.06)
0.10
9.3
118.50
2 2.64 -7.52 3.476
0.57( 0.06)
0.10
0.9
128-00
RAINFALL INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity
Fp(Fm)
Ap Ae
HEADWATER
NUM13ER (CFS) (MIN.) (INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 29.75 6.24 3.890
0.57( 0.06)
0.10
7.4
124.00
2 29.76 6.24 3.888
0.57( 0.06)
0.10
7.4
121.00
3 30.05 6.41 3.825
0.57( 0.06)
0.10
7.7
116.00
4 30.38 6.63 3.748
0.57( 0.06)
0.10
7.9
111.00
5 30.73 6.92 3.655
0.57( 0.06)
0.10
8.3
126.50
6 31.05 7.36 3.521
0.57( 0.06)
0.10
8.7
119.00
7 31.06 7.52 3.476
0.57( 0.06)
0.10
8.9
128.00
8 30.97 7.90 3.376
0.57( 0.06)
0.10
9.1
114.00
9 30.78 8.42 3.248
0.57( 0.06)
0.10
9.5
109.00
10 30.34 8.95 3.132
0.57( 0.06)
0.10
9.8
126.10
11 28.89 10-18 2.899
0.57( 0.06)
0.10
10.2
118.50
17
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 31.06 Tc(MIN.) = 7.52
EFFECTIVE AREMACRES) 8.86 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
'pr"P'AT- AREA(ACRES) = 10.16
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 130.00 = 1369.00 FEET.
FLOW PROCESS FROM NODE 130.00 TO NODE 133.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.63 DOWNSTREAMWEET) 44.26
FLOW LENGTH(FEET) = 74.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.94
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 31.06
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) 7.68 443.00 FEET.
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 133.00
FLOW PROCESS FROM NODE 133.00 TO NODE 133.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUM13ER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.68
RAINFALL INTENSITY(INCH/HR) = 3.43
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 8.86
TOTAL STREAM AREA(ACRES) = 10.16
PEAK FLOW RATE(CFS) AT CONFLUENCE 31.06
FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 136.00
ELEVATION DATA: UPSTREAM(FEET) = 75.72 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.20 0.57 0.10 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.79
TOTAL AREMACRES) = 0.20 PEAK FLOW RATE(CFS) 0.79
FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE 41
- -------------------------- 7 -----------------------------------------------
m
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 44.26
FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0-011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 13.11
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.79
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN-) 5.04 169.00 FEET.
LONGEST FLOWPATH FROM NODE 131.00 TO NODE 133.00
FLOW PROCESS FROM NODE 133.00 TO NODE 133.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = S.04
RAINFALL INTENSITY(INCH/HR) = 4.42
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = O.S7
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.20
TOTAL STREAM AREA(ACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.79
** CONFLUENCE DATA **
STREAM
Q
Tc Intensity
F p(Fm)
Ap
Ae HEADWATER
NUMBER
(CFS)
(MIN.) (INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
29.75
6.39
3.832
0.57( 0.06)
0. 10
7.4
124.00
1
29.76
6.40
3.830
0.57( 0.06)
0.10
7.4
121.00
1
30.05
6.57
3.770
0.57( 0.06)
0.10
7.7
116.00
1
30.38
6.79
3.696
0.57( 0.06)
0.10
7.9
111.00
1
30.73
7.07
3.606
0.57( 0.06)
0.10
8.3
126.50
1
31.05
7.52
3.477
0.57( 0.06)
0.10
8.7
119.00
1
31.06
7.68
3.434
0.57( 0.06)
0.10
8.9
128.00
1
30.97
8.0s
3.337
0.57( 0.06)
0.10
9.1
114.00
1
30.78
8.58
3.213
0.57( 0.06)
0.10
9.5
109.00
1
30.34
9.11
3.099
0.57( 0.06)
0.10
9.8
126.10
1
28.89
10.34
2.872
0.57( 0.06)
0.10
10.2
118.50
2
0.79
5.04
4.419
0.57( 0.06)
0.10
0.2
131.00
RAINFALL
INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA USED
FOR 2 STREAMS.
** PEAK
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
27.89
5.04
4.419
0.57( 0.06)
0.10
6.1
131.00
2
30.43
6.39
3.832
0.57( 0.06)
0.10
7.6
124.00
3
30.44
6.40
3.830
0.57( 0.06)
0.10
7.6
121.00
4
30.72
6.57
3.770
0.57( 0.06)
0.10
7.9
116.00
5
31.04
6.79
3.696
0.57( 0.06)
0.10
8.1
111.00
6
31.38
7.07
3.606
0.57( 0.06)
0.10
8.5
126.SO
7
31.67
7.52
3.477
0.57( 0.06)
0.10
8.9
119.00
8
31.68
7.68
3.434
0.57( 0.06)
0.10
9.1
128.00
9
31.S6
8.05
3.337
0.57( 0.06)
0.10
9.3
114.00
10
31.35
8.58
3.213
0.57( 0.06)
0.10
9.7
109.00
11
30.89
9.11
3.099
0.57( 0.06)
0.10
10.0
126.10
12
29.40
10.34
2.872
0.57( 0.06)
0.10
10.4
118.50
19
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 31.68 Tc(MIN.) = 7.68
EFFECTIVE AREMACRES) 9.06 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 10.36
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 133.00 = 1443.00 FEET.
FLOW PROCESS FROM NODE 133.00 TO NODE 136.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.26 DOWNSTREAM(FEET) 44.00
FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.86
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 31.68
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) 7.79 1497.00 FEET.
LONGEST FLOWPATH FROM NODE 118.SO TO NODE 136.00
FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE:
TIME OF CONCENTRATION(MIN.) = 7.79
RAINFALL INTENSITY(INCH/HR) = 3.40
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 9.06
TOTAL STREAM AREMACRES) = 10.36
PEAK FLOW RATE(CFS) AT CONFLUENCE 31.68
FLOW PROCESS FROM NODE 134.00 TO NODE 135.00 IS CODE 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 138-00 T) 73.00
ELEVATION DATA: UPSTREAM(FEET) = 75.76 DOWNSTREAM(FEE
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.19 0.57 0.10 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.75
TOTAL AREMACRES) = 0.19 PEAK FLOW RATE(CFS) 0.75
FLOW PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 41
- --------------------------------------------------------------------------
20
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 44.00
FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.77
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.75
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 5.05
LONGEST FLOWPATH FROM NODE 134.00 TO NODE 136.00 173.00 FEET.
FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 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.) = 5.05
RAINFALL INTENSITY(INCH/HR) = 4.42
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.19
TOTAL STREAM AREA(ACRES) = 0.19
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.75
** CONFLUENCE DATA **
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
27.89
5.16
4.358
0.57(
0.06)
0.10
6.1
131.00
1
30.43
6.51
3.791
0.57(
0.06)
0.10
7.6
124.00
1
30.44
6.51
3.789
0.57(
0.06)
0.10
7.6
121.00
1
30.72
6.68
3.731
0.57(
0.06)
0.10
7.9
116.00
1
31.04
6.91
3.659
0.57(
0.06)
0.10
8.1
111.00
1
31.38
7.19
3.572
0.57(
0.06)
0.10
8.5
126.50
1
31.67
7.63
3.446
0.57(
0.06)
0.10
8.9
119.00
1
31.68
7.79
3.403
0.57(
0.06)
0.10
9.1
128.00
1
31.56
8.17
3.309
0.57(
0.06)
0.10
9.3
114.00
1
31.35
8.69
3.187
0.57(
0.06)
0.10
9.7
109.00
1
30.89
9.22
3.076
0.57(
0.06)
0.10
10.0
126.10
1
29.40
10.45
2.853
0.57(
0.06)
0.10
10.4
118.50
2
0.75
'5.05
4.417
0.57(
0.06)
0.10
0.2
134.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
28.40
5.05
4.417
0.57(
0.06)
0.10
6.1
134.00
2
28.63
5.16
4.358
0.57(
0.06)
0.10
6.2
131.00
3
31.07
6.51
3.791
0.57(
0.06)
0.10
7.8
124.00
4
31.08
6.51
3.789
0.57(
0.06)
0.10
7.8
121.00
5
31.36
6.68
3.731
0.57(
0.06)
0.10
8.0
116.00
6
31.66
6.91
3.659
0.57(
0.06)
0.10
8.3
111.00
7
31.98
7.19
3.572
0.57(
0.06)
0.10
8.7
126.50
8
32.25
7.63
3.446
0.57(
0.06)
0.10
9.1
119.00
9
32.25
7.79
3.403
0.57(
0.06)
0.10
9.3
128.00
10
32.12
8.17
3.309
0.57(
0.06)
0.10
9.5
114.00
11
31.89
8.69
3.187
0.57(
0.06)
0.10
9.9
109.00
21
12 31.41 9.22 3.076 0.57( 0.06) 0.10 10.1 126.10
13 29.88 10.45 2.853 0.57( 0.06) 0.10 10.6 118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 32.25 Tc(MIN.) = 7.63
EFFECTIVE AREA(ACRES) 9.12 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 10.55
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 136.00 = 1497.00 FEET.
FLOW PROCESS FROM NODE 136.00 TO NODE 301.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.00 DOWNSTREAM(FEET) 43.65
FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.20
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 32.2S
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) 7.77
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 301.00 1563.00 FEET.
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<<
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 127.00
ELEVATION DATA: UPSTREAM(FEET) = 57.23 DOWNSTREAM(FEET) 56.10
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.427
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.228
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.30 0.57 0.10 69 5.43
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.13
TOTAL AREMACRES) = 0.30 PEAK FLOW RATE(CFS) 1.13
FLOW PROCESS FROM NODE 202.00 TO NODE 205.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 52.27 DOWNSTREAM(FEET) 51.76
FLOW LENGTH(FFET) = 47.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 4.59
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
22
PIPE-FLOW(CFS) = 1.13
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) 5.60 174.00 FEET.
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 205.00
FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.60
RAINFALL INTENSITY(INCH/HR) = 4.15
AREA -AVERAGED FM(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.30
TOTAL STREAM AREMACRES) = 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.13
FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS --
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 128-00 STREAM(FEET) 57.03
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWN
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.645
10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.130
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.25 0.57 0.10 69 5.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.92
TOTAL AREMACRES) 0.25 PEAK FLOW RATE(CFS)'= 0.92
FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE'FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 54.S3 DOWNSTREAMWEET) S1.76
FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 8.87
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.92
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.71 162.00 FEET.
LONGEST FLOWPATH FROM NODE 203.00 TO NODE 205.00
FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE
----------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUM13ER OF STREAMS = 12
23
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.71
RAINFALL INTENSITY(INCHJHR) = 4.10
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.25
TOTAL STREAM AREMACRES) = 0.25
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.92
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1.13 5.60 4.150 0.57( 0.06) 0.10 0.3 201-00
2 0.92 5.71 4.102 0.57( 0.06) 0.10 0.2 203.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 2.04 5.60 4.150 0.57( 0.06) 0.10 0.5 201-00
2 2.03 5.71 4.102 0.57( 0.06) 0.10 0.6 203.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.04 Tc(MIN.) = 5.60
EFFECTIVE AREA(ACRES) 0.5s AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.5s
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 205.00 174.00 FEET.
FLOW PROCESS FROM NODE 20S.00 TO NODE 208.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 51.76 DOWNSTREAM(FEET) SO.54
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.42
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 2.04
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) 5.94
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 208.00 284.00 FEET.
FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.94
RAINFALL INTENSITY(INCH/HR) = 4.01
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.55
TOTAL STREAM AREA(ACRES) = 0.55
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.04
24
FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 21
------------------------------------------------------------------------ ---
>>>>>p,ATIONAL METHOD INITIAL SUBAREA ANALYSIS --
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 136.00 STREAM(FEET) 57.03
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWN
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.854
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.040
SUBAREA Tc AND LOSS RATE DATA(AMC IV: Scs Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.27 0.57 0.10 69 5.85
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.10
SUBAREA RUNOFF(CFS) 0.97
TOTAL AREMACRES) = 0.27 PEAK FLOW RATE(CFS) 0.97
FLOW PROCESS FROM NODE 207.00 TO NODE 208-00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
ELEVATION - DATA: UPSTREAM(FEET) 54.53 DOWNSTREAM(FEET)
SO.54
FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES
PIPE -FLOW VELOCITY(FEETISSC.) = 10.23
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.97
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) S.91
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 208.00
170.00 FEET.
FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE
-- -------------------------------------------------------------------------
">>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.91
RAINFALL INTENSITY(INCH/HR) = 4.02
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.27
TOTAL STREAM AREMACRES) = 0.27
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.97
** CONFLUENCE DATA **
Tc Intensity Fp(Fm) Ap Ae
HEADWATER
STREAM Q
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 2.04 5.94 4.007 0.57( 0.06) 0.10 0.5
201.00
1 2.03 6.05 3.962 0 . 57( 0.06) 0.10 0.6
203.00
2 0.97 5.91 4.018 0 . 57( 0.06) 0.10 0.3
206.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
25
** PEAK FLOW RATE TABLE ** Ap Ae HEADWATER
STREAM Q Tc Intensity Fp(Fm)
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.00 5.91 4.018 0.57( 0.06) 0.10 0.8 206.00
2 3.00 5.94 4.007 0.57( 0.06) 0.10 0.8 201.00
3 2.98 6.05 3.962 0.57( 0.06) 0.10 0.8 203.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.00 Tc(MIN.) = 5.94
EFFECTIVE AREMACRES) 0.82 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.82 208.00 284.00 FEET.
LONGEST FLOWPATH FROM NODE 201.00 TO NODE
FLOW PROCESS FROM NODE 208.00 TO NODE 211.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USIN`G USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 50.54 DOWNSTREAM(FEET) 49.34
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 5.86
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 3.00
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) 6.25 394.00 FEET.
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 211-00
FLOW PROCESS FROM NODE 211.00 TO NODE 211-00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUM13ER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE -
TIME OF CONCENTRATION(MIN.) = 6.25
RAINFALL INTENSITY(INCH/HR) = 3.89
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.82
TOTAL STREAM AREA(ACRES) = 0.82
PEAK FLOW RATE(CFS) AT CONFLUENCE 3.00
FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE 21 -----
----------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 191.00 STREAM(FEET) 57.03
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWN
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGEH**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.177
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.575
SUBAREA Tc AND LOSS RATE DATA(AMC II) -
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
COMMERCIAL C 0.27 0.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
26
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.10 69 7.18
0.57
SUBAREA RUNOFF(CFS) 0.86
TOTAL AREMACRES) = 0.27 PEAK FLOW RATE(CFS) 0.86
FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 54.53 DOWNSTREAM(FEET)
49.34
FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 10.87
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.86
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 7.23
LONGEST FLOWPATH FROM NODE 209.00 TO NODE 211.00
225.00 FEET.
FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE -
TIME OF CONCENTRATION(MIN.) = 7.23
RAINFALL INTENSITY(INCH/HR) = 3.56
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.27
TOTAL STREAM AREMACRES) = 0.27
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.86
** CONFLUENCE DATA **
Tc Intensity Fp(Fm) Ap Ae
HEADWATER
STREAM Q
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 3.00 6.22 3.895 0.57( 0.06) 0.10 0.8
206.00
1 3.00 6.25 3.885 0.57( 0.06) 0.10 0.8
201.00
1 2.98 6.36 3.844 0.57( 0.06) 0.10 0.8
203.00
2 0.86 7.23 3.560 0.57( 0.06) 0.10 0.3
209.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Tc Intensity Fp(Fm) Ap Ae
HEADWATER
STREAM Q
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 3.81 6.22 3.895 0.57( 0.06) 0.10 1.0
206.00
2 3.81 6.25 3.885 0.57( 0.06) 0.10 1.0
201-00
3 3.80 6.36 3.844 0.57( 0.06) 0.10 1.1
203.00
4 3.62 7.23 3.560 0.57( 0.06) 0.10 1.1
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.81 Tc(MIN.) = 6.25
EFFECTIVE AREA(ACRES) 1.05 AREA -AVERAGED Fm(INCH/HR)
= 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.09
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 211.00
394.00 FEET.
FLOW PROCESS FROM NODE 211.00 TO NODE 214.00 IS CODE = 41
27
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) 49.34 DOWNSTREAM(FEET) 48.67
FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.25
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 3.81
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) 6.34
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 214.00 435.00 FEET.
FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.34
RAINFALL INTENSITY(INCHJHR) = 3.85
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.05
TOTAL STREAM AREMACRES) = 1.09
PEAK FLOW RATE(CFS) AT CONFLUENCE 3.81
FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<-<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 187.00
ELEVATION DATA: UPSTREAM(FEET) = 60.62 DOWNSTREAM(FEET) 56.00
Tc = K*[(LENGTH** 3-00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.165
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.356
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.40 0.57 0.10 69 5.16
SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.55
TOTAL AREMACRES) = 0.40 PEAK FLOW RATE(CFS) 1.55
FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 52.17 DOWNSTREAM(FEET) 48.67
FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 12.53
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.55
PIPE TRAVEL TIME(MIN.) = . 0.03 Tc(MIN.) 5.20
M.
LONGEST FLOWPATH FROM NODE 212.00 TO NODE 214.00 = 212.00 FEET.
FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 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.) = 5.20
RAINFALL INTENSITY(INCH/HR) = 4.34
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.40
TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.55
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
0.57( 0.06)
(ACRES)
NODE
1
3.61
6.32
3.860
0.57( 0.06)
0.10
1.0
206.00
1
3.81
6.34
3.851
0.57( 0.06)
0.10
1.0
201.00
1
3.80
6.45
3.810
0.57( 0.06)
0.10
1.1
203.00
1
3.62
7.32
3.532
0.57( O.OG)
0.10
1.1
209.00
2
1.55
5.20
4.339
0.57( 0.06)
0.10
0.4
212.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE
STREAM Q Tc
Intensity
Fp(Fm)
Ap
Ae HEADWATER
NUMBER (CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 5.07 5.20
4.339
0.57( 0.06)
0.10
1.3
212.00
2 5.18 6.32
3.860
0.57( 0.06)
0.10
1.4
206.00
3 5.18 6.34
3.851
0.57( 0.06)
0.10
1.4
201.00
4 5.15 6.45
3.810
0.57( 0.06)
0.10
1.5
203.00
5 4.87 7.32
3.532
0.57( 0.06)
0.10
1.5
209.00
COMPUTED CONFLUENCE ESTIMATES
ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
5.18
Tc(MIN.) =
6.32
EFFECTIVE AREA(ACRES)
1.45
AREA -AVERAGED
Fm(INCH/HR)
= 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED
Ap = 0.10
TOTAL AREA(ACRES) =
1.49
LONGEST FLOWPATH FROM NODE 201.00
TO NODE
214.00
435.00 FEET.
FLOW PROCESS FROM NODE 214.00 TO NODE 217.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.67 DOWNSTREAM(FEET) 46.93
FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.37
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES I
PIPE-FLOW(CFS) = S.18
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) 6.61
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 217.00 563.00 FEET.
29
FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 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.) = 6.61
RAINFALL INTENSITY(INCH/HR) = 3.76
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.45
TOTAL STREAM AREA(ACRES) = 1.49
PEAK FLOW RATE(CFS) AT CONFLUENCE 5.18
FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 199.00
ELEVATION DATA: UPSTREAM(FEET) = 74.00 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.281
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.545
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.35 0.57 0.10 69 7.28
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = O.S7
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.10
TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) 1.10
FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 46.93
FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.34
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.10
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) 7.31
LONGEST FLOWPATH FROM NODE 21S.00 TO NODE 217.00 223.00 FEET.
FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 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.) = 7.31
RAINFALL INTENSITY(INCH/HR) = 3.54
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
kill
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES)
0.35
TOTAL STREAM ARFA(ACRES) = 0.3S
PEAK FLOW RATE(CFS) AT CONFLUENCE
1.10
** CONFLUENCE DATA **
STREAM Q Tc Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 5.07 S.49 4.199
0.57(
0.06)
0.10
1.3
212.00
1 5.18 6.61 3.758
0.57(
0.06)
0.10
1.4
206.00
1 5.18 6.63 3.749
0.57(
0.06)
0.10
1.4
201.00
1 5.15 6.74 3.711
0.57(
0.06)
0.10
1.5
203.00
1 4.87 7.62 3.449
0.57(
0.06)
0.10
1.5
209.00
2 1.10 7.31 3.537
0.57(
0.06)
0.10
0.3
21S.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.06 5.49 4.199 0.57( 0.06) 0.10 1.5 212.00
2 6.24 G.61 3.758 0.57( 0.06) 0.10 1.8 206.00
3 6.24 6.63 3.749 0.57( 0.06) 0.10 1.8 201.00
4 6.22 6.74 3.711 0.57( 0.06) 0.10 1.8 203.00
5 6.07 7.31 3.537 0.57( 0.06) 0.10 1.8 215.00
6 5.94 7.62 3.449 0.57( 0.06) 0.10 1.8 209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.24 Tc(MIN.) = G.G3
EFFECTIVE AREA(ACRES) 1.77 AREA -AVERAGED Fm(INCH/HR) 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.84
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 217.00 563.00 FEET.
FLOW PROCESS FROM NODE 217.00 TO NODE 220.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 46.93 DOWNSTREAM(FEET) 46.77
FLOW LENGTH(FEET) = 11.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.94
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 6.24
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) 6.66
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 220.00 574.00 FEET.
FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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.) = 6.66
RAINFALL INTENSITY(INCH/HR) = 3.74
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.77
31
TOTAL STREAM AREA(ACRES) = 1.84
PEAK FLOW RATE(CFS) AT CONFLUENCE 6.24
FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 140.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 53.98
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.13 0.57 0.10 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.51
TOTAL AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) 0.51
FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 46.77
FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.09
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.51
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) 5.04
LONGEST FLOWPATH FROM NODE 218.00 TO NODE 220.00 167.00 FEET.
FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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.) = 5.04
RAINFALL INTENSITY(INCH/HR) = 4.42
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.13
TOTAL STREAM AREMACRES) = 0.13
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.51
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
6.06
5.51
4.189
0.57( 0.06)
0.10
1.5
212.00
1
6.24
6.63
3.750
0.57( 0.06)
0.10
1.8
206.00
1
6.24
6.66
3.741
0.57( 0.06)
0.10
1.8
201.00
1
6.22
6.77
3.704
0.57( 0.06)
0.10
1.8
203.00
32
1 6.07 7.33 3.530
0.57( 0.06) 0.10 1.8
215.00
1 5.94 7.64 3.443
0.57( 0.06) 0.10 1.8
209.00
2 0.51 5.04 4.420
0.57( 0.06) 0.10 0.1
218.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity
Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR) (ACRES)
NODE
1 6.36 5.04 4.420
0.57( 0.06) 0.10 1.5
218.00
2 6.54 5.51 4.189
0.57( 0.06) 0.10 1.7
212.00
3 G.G7 6.63 3.750
0.57( 0.06) 0.10 1.9
206.00
4 6.67 6.66 3.741
0.57( 0.06) 0.10 1.9
201.00
5 6.65 6.77 3.704
0.57( 0.06) 0.10 1.9
203.00
6 G.48 7.33 3.530
0.57( 0.06) 0.10 2.0
215.00
7 6.34 7.64 3.443
0.57( 0.06) 0.10 2.0
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.67
Tc(MIN.) = 6.63
EFFECTIVE AREMACRES) 1.89
AREA -AVERAGED Fm(INCH/HR) 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.97
LONGEST FLOWPATH FROM NODE 201.00
TO NODE 220.00
574.00 FEET.
FLOW PROCESS FROM NODE 220.00
----------------------------------------------------------------------------
TO NODE 223.00 IS CODE
= 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET)
46.77 DOWNSTREAM(FEET)
45.47
FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE
IS 8.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) =
7.93
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 6.67
PIPE TRAVEL TIME(MIN.) = 0.20
Tc(MIN.) 6.83
LONGEST FLOWPATH FROM NODE 201.00
TO NODE 223.00
668.00 FEET.
FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 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.) = 6.63
RAINFALL INTENSITY(INCH/HR) = 3.68
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.89
TOTAL STREAM AREA(ACRES) = 1.97
PEAK FLOW RATE(CFS) AT CONFLUENCE 6.67
FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 146.00
33
ELEVATION DATA: UPSTREAM(FEET) = 73.73 DOWNSTREAM(FEET) = 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.439
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.816
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.21 0.57 0.10 69 6.44
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA RUNOFF(CFS) 0.71
TOTAL AREA(ACRES) 0.21 PEAK FLOW RATE(CFS) 0.71
FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 41
-----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.82 DOWNSTREAM(FEET) 45.47
FLOW LENGTH(FEET) = 77.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.10
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.71
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) 6.58
LONGEST FLOWPATH FROM NODE 221.00 TO NODE 223.00 223.00 FEET.
FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 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 CONCENTRATIONNIN.) = 6.58
RAINFALL INTENSITY(INCH/HR) = 3.77
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.21
TOTAL STREAM AREMACRES) = 0.21
PEAK FLOW RATE(CF�j) AT CONFLUENCE 0.71
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUM13ER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.36 5.24 4.318 0.57( 0.06) 0.10 1.5 218.00
1 6.S4 S.71 4.101 0.57( 0.06) 0.10 1.7 212.00
1 6.67 6.83 3.684 0.57( 0.06) 0.10 1.9 206.00
1 6.67 6.8S 3.676 0.57( 0.06) 0.10 1.9 201.00
1 6.6S 6.97 3.640 0.57( 0.06) 0.10 1.9 203.00
1 6.48 7.53 3.473 0.57( 0.06) 0.10 2.0 215.00
1 6.34 7.84 3.390 0.57( 0.06) 0.10 2.0 209.00
2 0.71 6.58 3.767 0.57( 0.06) 0.10 0.2 221.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
34
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
7.01
5.24
4.318
0.57(
0.06)
0.10
1.7
218.00
2
7.22
5.71
4.101
0.57(
0.06)
0.10
1.8
212.00
3
7.35
6.58
3.767
0.57(
0.06)
0.10
2.0
221.00
4
7.37
6.83
3.684
0.57(
0.06)
0.10
2.1
206.00
5
7.36
6.85
3.676
0.57(
0.06)
0.10
2.1
201.00
6
7.33
6.97
3.640
0.57(
0.06)
0.10
2.1
203.00
7
7.13
7.S3
3.473
0.57(
0.06)
0.10
2.2
215.00
8
6.98
7.84
3.390
0.57(
0.06)
0.10
2.2
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.37 Tc(MIN.) = 6.83
EFFECTIVE AREA(ACRES) 2.10 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.18
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 223.00 668.00 FEET.
FLOW PROCESS FROM NODE 223.00 TO NODE 226.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 45.47 DOWNSTREAM(FEET) 45.24
FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.66
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 7.37
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) 6.84
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 226.00 676.00 FEET.
FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 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.) = 6.84
RAINFALL INTENSITY(INCH/HR) = 3.68
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 2.10
TOTAL STREAM AREMACRES) = 2.18
PEAK FLOW RATE(CFS) AT CONFLUENCE 7.37
FLOW PROCESS FROM NODE 224.00 TO NODE 225.00 IS CODE 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SU13AREA FLOW-LENGTH(FEET) 148.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 55.38
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.035
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.423
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
35
COMMERCIAL C 0.51 0.57 0.10 69 5.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 2.00
STREAM
TOTAL AREA(ACRES) 0.51 PEAK FLOW RATE(CFS)
2.00
Intensity
Fp(Fm)
FLOW PROCESS FROM NODE 225.00 TO NODE 226.00 IS CODE
= 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
NUMBER
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
(MIN.)
ELEVATION DATA: UPSTREAMWEET) 51.55 DOWNSTREAM(FEET)
45.24
FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.011
(ACRES)
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.5 INCHES
1
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.67
S.06
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
0.57( 0.06)
PIPE-FLOW(CFS) = 2.00
2.1
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) 5.06
2
LONGEST FLOWPATH FROM NODE 224.00 TO NODE 226.00
173.00 FEET.
4.311
0.57( 0.06)
FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 IS CODE
2.2
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
3
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
5.72
TOTAL NUMBER OF STREAMS = 2
0.57( 0.06)
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
2.3
TIME OF CONCENTRATION(MIN.) = 5.06
4
RAINFALL INTENSITY(INCH/HR) = 4.41
6.59
AREA -AVERAGED Fm(INCH/HR) = 0.06
0.57( 0.06)
AREA -AVERAGED Fp(INCH/HR) = 0.57
2.6
AREA -AVERAGED Ap = 0.10
5
EFFECTIVE STREAM AREMACRES) 0.51
6.84
TOTAL STREAM AREMACRES) = 0.51
0.57( 0.06)
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.00
2.6
** CONFLUENCE DATA **
6
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 7.01 S.25 4.311 0.57( 0.06) 0.10 1.7
218.00
1 7.22 5.72 4.095 0.57( 0.06) 0.10 1.8
212.00
1 7.35 6.59 3.762 0.57( 0.06) 0.10 2.0
221.00
1 7.37 '6.84 3.680 0.57( 0.06) 0.10 2.1
206.00
1 7.36 6.87 3.672 0.57( 0.06) 0.10 2.1
201.00
1 7.33 6.98 3.636 0.57( 0.06) 0.10 2.1
203.00
1 7.13 7.54 3.470 0.57( 0.06) 0.10 2.2
215.00
1 6.98 7.86 3.387 0.57( 0.06) 0.10 2.2
209.00
2 2.00 5.06 4.409 0.57( 0.06) 0.10 0.5
224.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
8.91
S.06
4.409
0.57( 0.06)
0.10
2.1
224.00
2
8.97
5.25
4.311
0.57( 0.06)
0.10
2.2
218.00
3
9.07
5.72
4.095
0.57( 0.06)
0.10
2.3
212.00
4
9.06
6.59
3.762
0.57( 0.06)
0.10
2.6
221.00
5
9.03
6.84
3.680
0.57( 0.06)
0.10
2.6
206.00
6
9.03
6.87
3.672
0.57( 0.06)
0.10
2.6
201.00
36
L=
7 8.98 6.98 3.636 0.57( 0.06) 0.10 2.6 203.00
8 8.70 7.54 3.470 0.57( 0.06) 0.10 2.7 215.00
9 8.51 7.86 3.387 0.57( 0.06) 0.10 2.7 209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.07 Tc(MIN.) = 5.72
EFFECTIVE AREMACRES) 2.35 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 2.69
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 226.00 676.00 FEET.
FLOW PROCESS FROM NODE 226.00 TO NODE 229.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 45.24 DOWNSTREAM(FEET) 44.97
FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.88
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 9.07
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 5.77
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 229.00 700.00 FEET.
FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.77
RAINFALL INTENSITY(INCH/HR) = 4.07
AREA -AVERAGED Fm(INCH/HR) = O.OG
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 2.3S
TOTAL STREAM AREA(ACRES) = 2.69
PEAK FLOW RATE(CFS) AT CONFLUENCE 9.07
FLOW PROCESS FROM -NODE 227.00 TO NODE 228.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 141.00
ELEVATION DATA: UPSTREAM(FEET) = 75.82 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHMGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
COMMERCIAL C 0.20 0.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.79
TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS)
37
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.10 69 5.00
57
0.79
FLOW PROCESS FROM NODE 228.00 TO NODE 229.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) S3.38 DOWNSTREAM(FEET) 44.97
FLOW LENGTHWEET) = 80.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.0 INCHES
PIPE -FLOW VELOCITY(FEETISEC.) = 9.33
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.79
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) 5.14 221.00 FEET.
LONGEST FLOWPATH FROM NODE 227.00 TO NODE 229.00
FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.14
RAINFALL INTENSITY(INCH/HR) = 4.37
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.20
TOTAL STREAM AREMACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.79
CONFLUENCE DATA
STREAM
Q
Tc Intensity
Fp(Fm)
Ap Ae
HEADWATER
NUMBER
(CFS)
(MIN.) (INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
8.91
5.11
4.383
0.57( 0.06)
0.10
2.1
224.00
1
8.97
5.30
4.287
O.S7( 0.06)
0.10
2.2
218.00
1
9.07
5.77
4.074
0.57( 0.06)
0.10
2.3
212.00
1
9.06
6.64
3.745
0.57( 0.06)
0.10
2.6
221-00
1
9.03
6.89
3.664
0.57( 0.06)
0.10
2.6
206.00
1
9.03
6.92
3.656
0.57( 0.06)
0.10
2.6
201-00
1
8.98
7.03
3.620
0.57( 0.06)
0.10
2.6
203-00
1
8.70
7.60
3.456
0.57( 0.06)
0.10
2.7
215.00
1
8.51
7.91
3.373
0.57( 0.06)
0.10
2.7
209-00
2
0.79
'5.14
4.367
0.57( 0.06)
0.10
0.2
227.00
RAINFALL
INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA USED
FOR 2 STREAMS.
** PEAK
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
9.70
S.11
4.383
0.57( 0.06)
0.10
2.3
224.00
2
9.71
5.14
4.367
0.57( 0.06)
0.10
2.3
227.00
3
9.74
5.30
4.287
0.57( 0.06)
0.10
2.4
218-00
4
9.81
S.77
4.074
0.57( 0.06)
0.10
2.5
212.00
5
9.74
6.64
3.745
0.57( 0.06)
0.10
2.8
221.00
6
9.70
6.89
3.664
0.57( 0.06)
0.10
2.8
206.00
7
9.69
6.92
3.656
0.57( 0.06)
0.10
2.8
201.00
8
9.63
7.03
3.620
0.57( 0.06)
0.10
2.8
203.00
9
9.33
7.60
3.456
0.57( 0.06)
0.10
2.9
215.00
10
9.12
7.91
3.373
O.S7( 0.06)
0.10
2.9
209.00
38
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.81 Tc(MIN-) = 5.77
EFFECTIVE AREMACRES) 2.5S AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 2.89 700.00 FEET.
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 229.00 =
FLOW PROCESS FROM NODE 229.00 TO NODE 301-00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.97 DOWNSTREAM(FEET) 43.65
FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 11.38
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 9.81
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) 5.84 747.00 FEET.
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 301.00
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY<<<-
** MAIN STREAM CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
9.70
5.18
4.348
O.S7( 0.06)
0.10
2.3
224.00
2
9.71
5.21
4.332
0.57( 0.06)
0.10
2.3
227.00
3
9.74
5.37
4.253
0.57( 0.06)
0.10
2.4
218-00
4
9.81
5.84
4.045
0.57( O.OG)
0.10
2.5
212.00
5
9.74
6.71
3.722
0.57( 0.06)
0.10
2.8
221.00
6
9.70
6.96
3.642
0.57( 0.06)
0.10
2.8
206.00
7
9.69
6.99
3.634
0.57( 0.06)
0.10
2.8
201-00
8
9.63
7.10
3.599
0.57( 0.06)
0.10
2.8
203.00
9
9.33
7.66
3.437
0.57( 0.06)
0.10
2.9
215.00
10
9.12
7.98
3.3S6
0.57( 0.06)
0.10
2.9
209-00
LONGEST
FLOWPATH
FROM NODE 201.00 TO NODE
' 301-00
747.00 FEET.
** MEMORY
BANK #
CONFLUENCE DATA **
STREAM
Q
-3
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
28.40
5.18
4.346
0.57( 0.06)
0.10
6.1
134.00
2
28.63
5.30
4.290
0.57( 0.06)
0.10
6.2
131-00
3
31.07
6.64
3.745
0.57( 0.06)
0.10
7.8
124.00
4
31.08
6.65
3.743
0.57( 0.06)
0.10
7.8
121-00
5
31.36
6.82
3.687
0.57( 0.06)
0.10
8.0
116.00
6
31.66
7.04
3.617
0.57( 0.06)
0.10
8.3
111.00
7
31-98
7.32
3.532
0.57( 0.06)
0.10
8.7
126.50
8
32.25
7.77
3.410
0.57( 0.06)
0.10
9.1
119.00
9
32.25
7.93
3.369
0.57( 0.06)
0.10
9.3
128.00
10
32.12
8.30
3.277
0.57( 0.06)
0.10
9.5
114.00
11
31.89
8.83
3.1S8
0.57( 0.06)
0.10
9.9
109.00
12
31.41
9.36
3.049
0.57( 0.06)
0.10
10.1
126.10
13
29.88
10.59
2.831
0.57( 0.06)
0.10
10.6
118.50
LONGEST
FLOWPATH FROM
NODE 118.50 TO NODE 301.00
=
1563.00 FEET.
PEAK
FLOW RATE TABLE
STREAM
Q
Tc
Intensity Fp(Fm)
Ap
Ae
HEADWATER
39
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 38.09 5.18 4.348 0.57( 0.06) 0.10 8.4 224.00
2 38.10 5.18 4.346 0.57( 0.06) 0.10 8.4 134.00
3 38.17 5.21 4.332 0.57( 0.06) 0.10 8.5 227.00
4 38.36 5.30 4.290 0.57( 0.06) 0.10 8.6 131.00
5 38.Sl S.37 4.253 0.57( 0.06) 0.10 8.7 218.00
6 39.43 5.84 4.045 0.57( 0.06) 0.10 9.4 212.00
7 40.81 6.64 3.745 0.57( 0.06) 0.10 10.6 124.00
8 40.82 6.65 3.743 0.57( 0.06) 0.10 10.6 121.00
9 40.92 6.71 3.722 0.57( 0.06) 0.10 10.7 221.00
10 41.07 6.82 3.687 0.57( 0.06) 0.10 10.8 116.00
11 41.24 6.96 3.642 0.57( 0.06) 0.10 11.0 206.00
12 41.27 6.99 3.634 0.57( 0.06) 0.10 11.1 201.00
13 41.32 7.04 3.617 0.57( 0.06) 0.10 11.1 111.00
14 41.36 7.10 3.599 0.57( 0.06) 0.10 11.2 203.00
15 41.49 7.32 3.532 0.57( 0.06) 0.10 11.5 126.50
16 41.52 7.66 3.437 0.57( 0.06) 0.10 11.9 215.00
17 41.51 7.77 3.410 0.57( 0.06) 0.10 12.0 119.00
is 41.41 7.93 3.369 0.57( 0.06) 0.10 12.1 128.00
19 41.35 7.98 3.356 0.57( 0.06) 0.10 12.2 209.00
20 41.02 8.30 3.277 0.57( 0.06) 0.10 12.4 114.00
21 40.47 8.83 3.158 0.57( 0.06) 0.10 12.8 109.00
22 39.68 9.36 3.049 0.57( 0.06) 0.10 13.0 126.10
23 37.55 10-59 2.831 0.57( 0.06) 0.10 13.4 118.50
TOTAL AREMACRES) = 13.44
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 41.52 Tc(MIN.) = 7.665
EFFECTIVE AREMACRES) 11.89 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 13.44 301.00 = 1563.00 FEET.
LONGEST FLOWPATH FROM NODE 118.50 TO NODE
END OF STUDY SUMMARY:
TOTAL AREMACRES) 13.44 TC(MIN.) 7.66
EFFECTIVE AREMACRES) 11.89 AREA -AVERAGED FM(INCH/HR)= 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
PEAK FLOW RATE(CFS) 41.52
** PEAK FLOW RATE TABLE ** Ap Ae HEADWATER
STREAM Q Tc Intensity Fp(Fm) (ACRES) NODE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 8.4 224.00
1 38.09 5.18 4.348 0.57( 0.06) 0.10
2 38-10 5.18 4.346 0.57( 0.06) 0.10 8.4 134.00
3 38.17 -5.21 4.332 0.57( 0.06) 0.10 8.5 227.00
4 38.36 5.30 4.290 0.57( 0.06) 0.10 8.6 131.00
5 38.51 5.37 4.253 0.57( 0.06) 0.10 8.7 218.00
6 39.43 5.84 4.045 0.57( 0.06) 0.10 9.4 212.00
7 40.81 G.64 3.745 0.57( 0.06) 0.10 10.6 124.00
8 40.82 6.65 - 3.743 0.57( 0.06) 0.10 10.6 121-00
9 40.92 6.71 3.722 0.57( 0.06) 0.10 10.7 221-00
10 41.07 6.82 3.687 0.57( 0.06) 0.10 10.8 116.00
11 41.24 6.96 3.642 0.57( 0.06) 0.10 11.0 206.00
12 41.27 6.99 3.634 0.57( 0.06) 0.10 11.1 201.00
13 41.32 7.04 3.617 0.57( 0.06) 0.10 11.1 111.00
14 41.36 7.10 3.599 0.57( 0.06) 0.10 11.2 203.00
15 41.49 7.32 3.532 0.57( 0.06) 0.10 11.5 126.50
16 41.52 7.66 3.437 0.57( 0.06) 0.10 11.9 215.00
17 41.51 7.77 3.410 0.57( 0.06) 0.10 12.0 119.00
18 41.41 7.93 3.369 0.57( 0.06) 0.10 12.1 128.00
19 41.35 7.98 3.356 0.57( 0.06) 0.10 12.2 209.00
20 41.02 8.30 3.277 0.57( 0.06) 0.10 12.4 114.00
21 40.47 8.83 �.158 0.57( 0.06) 0.10 12.8 109.00
E, to]
22 39.G8 9.36 3.049 0.57( 0.06) 0.10 13.0 126.10
23 37.55 10.59 2.831 0.57( 0.06) 0.10 13.4 118.SO
END OF RATIONAL METHOD ANALYSIS
41
Idn
m
APPENDIX A-2:
RATIONAL METHOD - PROPOSED CONDITION -
25- YEAR STORM
15
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1233
Analysis prepared by:
Penco Engineering Inc.
one Technology Drive, Building J-725
Irvine, CA 92618
Tel: (949) 753-8111 Fax: (949) 753-0775
DESCRIPTION OF STUDY
• JN 1390. HOME DEPOT FONTANA HYDROLOGY ANALYSIS.
• PREPARED 5 JANUARY, 2007
• 25 -year Hydrology
FILE NAME: 1390Q25.DAT
TIME/DATE OF STUDY: 17:25 12/28/2006
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000
USER SPECIFIED I -HOUR INTENSITY(INCH/HOUR) = 1.1100
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*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 0.0312 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 315.00
ELEVATION DATA: UPSTREAM(FEET) = 62.12 DOWNSTREAM(FEET) 56.26
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.734
1
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.123
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 1.41 0.57 0.10 69 6.73
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA RUNOFF(CFS) 5.16
TOTAL AREA(ACRES) 1.41 PEAK FLOW RATE(CFS) S.16
FLOW PROCESS FROM NODE 110.00 TO NODE 113.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.21 DOWNSTREAM(FEET) 51.26
FLOW LENGTH(FEET) = 79.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.15
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 5.16
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) 6.88
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 113.00 394.00 FEET.
FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.88
RAINFALL INTENSITY(INCH/HR) = 4.07
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.41
TOTAL STREAM AREA(ACRES) = 1.41
PEAK FLOW RATE(CFS) AT CONFLUENCE 5.16
FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 142.00
ELEVATION DATA: UPSTREAM(FEET) = 75.84 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.930
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
COMMERCIAL C 0.32 0.57
SU13AREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA RUNOFF(CFS) 1.40
TOTAL AREMACRES) = 0.32 PEAK FLOW RATE(CFS)
0)
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.10 69 5.00
0.57
1.40
FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA. UPSTREAM(FEET) S3.SO DOWNSTREAM(FEET) S1.26
FLOW LENGTHWEET) = 41.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.74
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES I
PIPE-FLOW(CFS) = 1.40
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) 5.08
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 113.00 183.00 FEET.
FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.08
RAINFALL INTENSITY(INCH/HR) = 4.88
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.32
TOTAL STREAM AREA(ACRES) = 0.32
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.40
CONFLUENCE DATA
STREAM Q Tc intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.16 6.88 4.071 0.57( 0.06) 0.10 1.4 109.00
2 1.40 5.08 4.884 0.57( 0.06) 0.10 0.3 111.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 S.99 S.08 4.884 O.S7( 0.06) 0.10 1.4 111.00
2 6.33 6.88 4.071 0.57( 0.06) 0.10 1.7 109.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.33 Tc(MIN.) = 6.88
EFFECTIVE AREA(ACRES) 1.73 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.73
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 113.00 394.00 FEET.
FLOW PROCESS FROM NODE 113.00 TO NODE 118.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 51.26 DOWNSTREAM(FEET) 48.95
FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.75
GIVEN PIPE DIAMETER(INCH)
PIPE-FLOW(CFS) = 6.33
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
18.00 NUMBER OF PIPES = 1
0.23 Tc(MIN-) 7.11
109.00 TO NODE 118.00 517.00 FEET.
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.11
RAINFALL INTENSITY(INCH/HR) = 3.99
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.73
TOTAL STREAM AREMACRES) = 1.73
PEAK FLOW RATE(CFS) AT CONFLUENCE 6.33
FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 198.00
ELEVATION DATA: UPSTREAM(FEET) = 58.83 DOWNSTREAM(FEET) 56.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
5.895
* 25 YEAR RAINFALL
INTENSITY(INCH/HR) =
4.466
SUBAREA Tc AND LOSS
RATE DATA(AMC II):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
C 0.28
0.57
0.10 69 5.90
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)
=
0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION,
Ap = 0.10
SUBAREA RUNOFF(CFS)
= 1.11
TOTAL AREMACRES) =
0.28 PEAK FLOW RATE(CFS)
FLOW PROCESS FROM NODE 115.00 TO NODE 118.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 49.95 DOWNSTREAM(FEET) 48.95
FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 3.69
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.11
PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) 6.58
LONGEST FLOWPATH FROM NODE 114.00 TO NODE 118.00 349.00 FEET.
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.58
RAINFALL INTENSITY(INCH/HR) = 4.18
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.28
TOTAL STREAM AREA(ACRES) = 0.28
PEAK FLOW RATE(CFS) AT CONFLUENCE
FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 158.00
ELEVATION DATA: UPSTREAM(FEET) = 76.16 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.037
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.908
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.33 0.57 0.10 69 5.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.44
TOTAL AREMACRES) = 0.33 PEAK FLOW RATE(CFS) 1.44
FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) S3.50 DOWNSTREAM(FEET) 48.95
FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.28
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.44
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.10
LONGEST FLOWPATH FROM NODE 116.00 TO NODE 118.00 199.00 FEET.
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 5.10
RAINFALL INTENSITY(INCH/HR) = 4.87
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.33
TOTAL STREAM AREA(ACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.44
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
5.99
5.32
4.752
0.57( 0.06)
0.10
1.4
111.00
1
6.33
7.11
3.990
0.57( 0.06)
0.10
1.7
109.00
2
1.11
6.58
4.182
O.S7( 0.06)
0.10
0.3
114.00
3
1.44
5.10
4.873
0.57( 0.06)
0.10
0.3
116.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.33 5.10 4.873 0.57( 0.06) 0.10 1.9 116.00
2 8.41 5.32 4.752 0.57( 0.06) 0.10 1.9 111.00
3 8.57 6.58 4.182 0.57( 0.06) 0.10 2.2 114.00
4 8.56 7.11 3.990 0.57( 0.06) 0.10 2.3 109.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.57 Tc(MIN.) = 6.58
EFFECTIVE AREA(ACRES) 2.23 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.34
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 118.00 517.00 FEET.
FLOW PROCESS FROM NODE 118.00 TO NODE 123.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.95 DOWNSTREAM(FEET) 48.12
FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.08
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 8.57
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) 6.71
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 123.00 583.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
FLOW PROCESS FROM NODE 118.50 TO NODE 118.70 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 480.00
ELEVATION DATA. UPSTREAM(FEET) = 62.49 DOWNSTREAM(FEET) 54.29
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.107
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3-689
SUBAREA Tc AND LOSS RATE DATA(AMC IV:
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL �c 2.90 0.57 0.10 69 8.11
R
SU13AREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 9.48
TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) 9.48
FLOW PROCESS FROM NODE 118.70 TO NODE 120.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 50.20 DOWNSTREAM(FEET) 48.92
FLOW LENGTH(FEET) = 217.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) 5.36
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 9.48
PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) 8.78
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 120.00 697.00 FEET.
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 8.78
RAINFALL INTENSITY(INCMIMR) = 3.52
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 2.90
TOTAL STREAM AREMACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE 9.48
FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SU13AREA FLOW-LENGTH(FEET) 204.00
ELEVATION DATA: UPSTREAM(FEET) 57.98 DOWNSTREAM(FEET) 54.92
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.909
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.460
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 1.22 0.57 0.10 69 5.91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 4.83
TOTAL AREMACRES) = 1.22 PEAK FLOW RATE(CFS) 4.83
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS C!ONFLUENCED STREAM VALUES<-<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.91
RAINFALL INTENSITY(INCH/HR) = 4.46
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.22
TOTAL STREAM AREA(ACRES) = 1.22
PEAK FLOW RATE(CFS) AT CONFLUENCE 4.83
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 9.48 8.78 3.516 0.57( 0.06) 0.10 2.9 118.50
2 4.83 5.91 4.460 0.57( 0.06) 0.10 1.2 119.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 12.95 S.91 4.460 0.57( 0.06) 0.10 3.2 119.00
2 13.28 8.78 3.516 0.57( 0.06) 0.10 4.1 118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 13.28 Tc(MIN.) = 8.78
EFFECTIVE AREA(ACRES) 4.12 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.12
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 120.00 697.00 FEET.
FLOW PROCESS FROM NODE 120.00 TO NODE 123.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.92 DOWNSTREAM(FEET) 48.12
FLOW LENGTH(FEET) = 117.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) 7.51
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 13.28
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) 9.04
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 123.00 814.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9.04
RAINFALL INTENSITY(INCH/HR) = 3.46
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 4.12
Ri
V_q
TOTAL STREAM AREMACRES) = 4.12
PEAK FLOW RATE(CFS) AT CONFLUENCE 13.28
FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 155.00
ELEVATION DATA: UPSTREAM(FEET) = 76.10 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
5.000
Tc
* 25 YEAR RAINFALL
INTENSITY(INCH/HR) =
4.930
Ae
SUBAREA Tc AND LOSS
RATE DATA(AMC II):
(CFS)
(MIN.)
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
C 0.33
0.57
0.10 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)
=
0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION,
Ap = 0.10
0.57( 0.06)
SUBAREA RUNOFF(CFS)
1.45
118.so
2
TOTAL AREMACRES) =
0.33 PEAK FLOW RATE(CFS)
1.45
FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 48.12
FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.6 INCHES
PIPE -FLOW VELOCITY(FEETISEC.) = 11.71
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPF-FLOW(CFS) = 1.45
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.06
LONGEST FLOWPATH FROM NODE 121.00 TO NODE 123.00 199.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.06
RAINFALL INTENSITY(INCH/HR) = 4.89
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.33
TOTAL STREAM AREA(ACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.4S
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
12.9S
6.17
4.343
O.S7( 0.06)
0.10
3.2
119.00
1
13.28
9.04
3.455
0.57( 0.06)
0.10
4.1
118.so
2
1.4S
5.06
4.893
0.57( 0.06)
0.10
0.3
121.00
z
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 13.43 5.06 4.893 0.57( 0.06) 0.10 2.9 121.00
2 14.24 6.17 4.343 0.57( 0.06) 0.10 3.5 119.00
3 14.30 9.04 3.455 0.57( 0.06) 0.10 4.4 118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 14.30 Tc(MIN.) = 9.04
EFFECTIVE AREA(ACRES) 4.45 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.45
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 123.00 814.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 13.43 5.06 4.893 0.57( 0.06) 0.10 2.9 121.00
2 14.24 6.17 4.343 0.57( 0.06) 0.10 3.5 119.00
3 14.30 9.04 3.455 0.57( 0.06) 0.10 4.4 118.50
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 123.00 814.00 FEET.
MEMORY BANK # 1 CONFLUENCE DATA
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.33 5.23 4.796 O.S7( 0.06) 0.10 1.9 116.00
2 8.41 5.45 4.680 0.57( 0.06) 0.10 1.9 111.00
3 8.57 6.71 4.131 0.57( 0.06) 0.10 2.2 114.00
4 8.56 7.25 3.945 0.57( 0.06) 0.10 2.3 109.00
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 123.00 583.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 21.65 5.06 4.893 0.57( 0.06) 0.10 4.7 121.00
2 21.89 5.23 4.796 0.57( 0.06) 0.10 4.9 116.00
3 22.12 5.45 4.680 0.57( 0.06) 0.10 5.0 111.00
4 22.74 6.17 4.343 0.57( 0.06) 0.10 S.6 119.00
5 22.82 6.71 4.131 0.57( 0.06) 0.10 5.9 114.00
6 22.82 7.25 3.945 0.57( 0.06) 0.10 6.2 109.00
7 21.78 9.04 3.455 0.57( 0.06) 0.10 6.8 118.50
TOTAL AREA(ACRES) = 6.79
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 22.82 TC(MIN.) = 7.249
EFFECTIVE AREA(ACRES) 6.20 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 6.79
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 123.00 814.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 126.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAYEL TIME THRU SUBAREA<<<<<
10
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.12 DOWNSTREAM(FEET) 47.67
FLOW LENGTHWEET) = 92.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) 7.26
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 22.82
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) 7.46
LONGEST FLOWPATH FROM NODE 118.SO TO NODE 126.00 906.00 FEET.
FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.46
RAINFALL INTENSITY(INCH/HR) = 3.88
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 6.20
TOTAL STREAM AREMACRES) = 6.79
PEAK FLOW RATE(CFS) AT CONFLUENCE 22.82
FLOW PROCESS FROM NODE 124.00 TO NODE 125.00 IS CODE = 21
------------------------------------------------------------ ---------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 175.00
ELEVATION DATA: UPSTREAM(FEET) = 76.50 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN-) = 5.247
* 25 YEAR RAINFALL
INTENSITY(INCH/HR) = 4.789
SUBAREA Tc AND LOSS
RATE DATA(AMC II):
DEVELOPMENT TYPE/
SCS SOIL AREA Fp Ap scs Tc
LAND USE
GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL
C 0.32 0.57 0.10 69 5.25
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS)
1.36
TOTAL AREA(ACRES) =
0.32 PEAK FLOW RATE(CFS) 1.36
FLOW PROCESS FROM NODE 125.00 TO NODE 126.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 47.67
FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.06
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.36
PIPE TRAVEL TIME(MIN.) 0.06 Tc(MIN.) 5.30
124.00 TO NODE 126.00 217.00 FEET.
LONGEST FLOWPATH FROM NODE.
11
FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 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:
Tc
TIME OF CONCENTRATION(MIN.) = 5.30
Fp(Pm)
Ap
RAINFALL INTENSITY(INCH/HR) = 4.76
HEADWATER
NUMBER
AREA -AVERAGED Fm(INCH/HR) = 0.06
(MIN.)
(INCH/HR)
AREA -AVERAGED Fp(INCH/HR) = 0.57
(ACRES)
AREA -AVERAGED Ap = 0.10
1
23.02
EFFECTIVE STREAM AREA(ACRES) 0.32
4.769
0.57(
TOTAL STREAM AREMACRES) = 0.32
0.10
5.0
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.36
2
23.04
CONFLUENCE DATA
4.758
O.S7(
STREAM Q Tc Intensity Fp(Fm)
Ap Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR)
(ACRES) NODE
1 21.65 5.29 4.769 0.57( 0.06)
0.10
4.7 121.00
1 21.89 5.45 4.679 0.57( 0.06)
0.10
4.9 116.00
1 22.12 5.67 4.571 0.57( 0.06)
0.10
5.0 111.00
1 22.74 6.39 4.256 0.57( 0.06)
0.10
5.6 119.00
1 22.82 6.92 4.055 0.57( 0.06)
0.10
5.9 114.00
1 22.82 7.46 3.878 0.57( 0.06)
0.10
6.2 109.00
1 21.78 9.26 3.406 0.57( 0.06)
0.10
6.8 118.50
2 1.36 5.30 4.758 0.57( 0.06)
0.10
0.3 124.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Pm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
23.02
5.29
4.769
0.57(
0.06)
0.10
5.0
121.00
2
23.04
5.30
4.758
O.S7(
0.06)
0.10
5.1
124.00
3
23.23
5.45
4.679
0.57(
0.06)
0.10
5.2
116.00
4
23.43
5.67
4.571
0.57(
0.06)
0.10
5.4
111.00
5
23.96
6.39
4.256
0.57(
0.06)
0.10
5.9
119.00
6
23.98
6.92
4.055
0.57(
0.06)
0.10
6.2
114.00
7
23.93
7.46
3.878
0.57(
0.06)
0.10
6.5
109.00
8
22.75
9.26
3.406
O.S7(
0.06)
0.10
7.1
118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 23.98 Tc(MIN.) = 6.92
EFFECTIVE AREA(ACRES) 6.23 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 7.11
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 126.00 906.00 FEET.
FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 47.67 DOWNSTREAM(FEET) 46.92
FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) 7.63
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
12
GIVEN PIPE DIAMETER(INCH)
PIPE-FLOW(CFS) = 23.98
PIPE TRAVEL TIMENIN.) =
LONGEST FLOWPATH FROM NODE
24.00 NUMBER OF PIPES = I
0.22 Tc(MIN.) 7.14
118.50 TO NODE 127.00 = 1005.00 FEET.
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
FLOW PROCESS FROM NODE 126.10 TO NODE 126.30 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 330.00
ELEVATION DATA: UPSTREAM(FEET) = 58.75 DOWNSTREAM(FEET) 54.44
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.364
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.908
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 1.21 0.57 0.10 69 7.36
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 4.19
TOTAL AREMACRES) = 1.21 PEAK FLOW RATE(CFS) 4.19
FLOW PROCESS FROM NODE 126.30 TO NODE 126.90 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 52.10 DOWNSTREAM(FEET) 48.36
FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.21
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 4.19
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) 7.94
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 126.90 580.00 FEET.
FLOW PROCESS FROM NODE 126.90 TO NODE 126.90 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.94
RAINFALL INTENSITY(INCHJHR) = 3.73
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.21
TOTAL STREAM AREA(ACRES) = 1.21
PEAK FLOW RATE(CFS) AT CONFLUENCE 4.19
13
09M
FLOW PROCESS FROM NODE 126.50 TO NODE 126-70 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 207.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 54.71
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.882
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.472
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.99 0.57 0.10 69 5.88
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA RUNOFF(CFS) 3.93
TOTAL AREMACRES) 0.99 PEAK FLOW RATE(CFS) 3.93
FLOW PROCESS FROM NODE 126.70 TO NODE 126.90 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 51.56 DOWNSTREAM(FEET) 48.37
FLOW LENGTH(FEET) = 37.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.72
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 3.93
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) 5.93
LONGEST FLOWPATH FROM NODE 126.50 TO NODE 126.90 244.00 FEET.
FLOW PROCESS FROM NODE 126.90 TO NODE 126.90 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.93
RAINFALL INTENSITY(INCH/HR) = 4.45
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.99
TOTAL STREAM AREMACRES) = 0.99
PEAK FLOW RATE(CFS) AT CONFLUENCE 3.93
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
4.19
7.94
2
3.93
5.93
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
3.735 0.57( 0.06)
4.451 0.57( 0.06)
Ap Ae HEADWATER
(ACRES) NODE
0.10 1.2 126.10
0.10 1.0 126.50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **,
14
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.67 5.93 4.451 0.57( 0.06) 0.10 1.9 126.50
2 7.49 7.94 3.735 0.57( 0.06) 0.10 2.2 126.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.67 Tc(MIN.) = 5.93
EFFECTIVE AREA(ACRES) 1.89 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.20
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 126.90 S80.00 FEET.
FLOW PROCESS FROM NODE 126.90 TO NODE 127.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.35 DOWNSTREAMWEET) 47.94
FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.39
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 7.67
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) 6.19
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 127.00 665.00 FEET.
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.67 6.19 4.337 0.57( 0.06) 0.10 1.9 126.50
2 7.49 8.21 3.662 0.57( 0.06) 0.10 2.2 126.10
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 127.00 = 665.00 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 23.02 5.51 4.651 0.57( 0.06) 0.10 5.0 121.00
2 23.04 5.53 4.641 0.57( 0.06) 0.10 5.1 124.00
3 23.23 5.68 4.568 0.57( 0.06) 0.10 5.2 116-00
4 23.43 5.89 4.468 0.57( 0.06) 0.10 5.4 111.00
5 23.96 6.60 4.172 0.57( 0.06) 0.10 5.9 119.00
6 23.98 7.14 3.981 0.57( 0.06) 0.10 6.2 114.00
7 23.93 7.68 3.812 0.57( 0.06) 0.10 6.5 109.00
8 22.75 9.49 3.356 0.57( 0.06) 0.10 7.1 118.50
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 127.00 = 1005.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 30.35 5.51 4.651 0.57( 0.06) 0.10 6.7 121.00
2 30.39 5.53 4.641 0.57( 0.06) 0.10 6.7 124.00
3 30.65 5.68 4.568 0.57( 0.06) 0.10 6.9 116.00
4 30.96 5.89 4.468 0.57( 0.06) 0.10 7.2 111.00
5 31.33 6.19 4.337 0.57( 0.06) 0.10 7.5 126.50
6 31.59 6.60 4.172 0.57( 0.06) 0.10 7.9 119.00
7 31.56 7.14 3.981 0.57( 0.06) 0.10 8.3 114.00
15
8 31.47 7.68 3.812 0.57( 0.06) 0.10 8.6 109.00
9 31.07 8.21 3.662 0.57( 0.06) 0.10 8.9 126.10
10 29.60 9.49 3.3S6 0.57( 0.06) 0.10 9.3 118.50
TOTAL AREMACRES) = 9.31
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 31.59 Tc(MIN.) = 6.603
EFFECTIVE AREA(ACRES) 7.87 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 9.31
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 127.00 = 1005.00 FEET.
FLOW PROCESS FROM NODE 127.00 TO NODE 130.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 46.92 DOWNSTREAM(FEET) 44.63
FLOW LENGTH(FEET) = 364.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.56
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 31.59
PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) 7.31
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 130.00 1369.00 FEET.
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 7.31
RAINFALL INTENSITY(INCH/HR) = 3.92
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 7.87
TOTAL STREAM AREMACRES) = 9.31
PEAK FLOW RATE(CFS) AT CONFLUENCE 31-59
FLOW PROCESS FROM NODE 128.00 TO NODE 129.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 315.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 54.33
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.403
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.896
SUBAREA Tc AND LOSS RATE DATA(AMC IV:
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.85 0.57 0.10 69 7.40
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 2.94
TOTAL AREMACRES) = 0.85 PEAK FLOW RATE(CFS) 2.94
I I roll
FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAMWEET) 50.50 DOWNSTREAM(FEET) 44.63
FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.84
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 2.94
PIPE TRAVEL TIME(MIN-) = 0.12 Tc(MIN.) 7.52
LONGEST FLOWPATH FROM NODE 128.00 TO NODE 130.00 397.00 FEET.
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 7.52
RAINFALL INTENSITY(INCH/HR) = 3.86
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.85
TOTAL STREAM AREMACRES) = 0.85
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.94
** CONFLUENCE DATA **
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
30.35
6.22
4.323
0.57(
0.06)
0.10
6.7
121.00
1
30.39
6.24
4.315
0.57(
0.06)
0.10
6.7
124.00
1
30.6S
6.39
4.255
0.57(
0.06)
0.10
6.9
116.00
1
30.96
6.60
4.172
0.57(
0.06)
0.10
7.2
111.00
1
31.33
6.90
.4.064
0.57(
0.06)
0.10
7.5
126.50
1
31.S9
7.31
3.925
0.57(
0.06)
0.10
7.9
119.00
1
31.56
7.85
3.761
0.57(
0.06)
0.10
8.3
114.00
1
31.47
8.39
3.615
0.57(
0.06)
0.10
8.6
109.00
1
31.07
8.92
3.484
0.57(
0.06)
0.10
8.9
126.10
1
29.60
10.21
3.213
0.57(
0.06)
0.10
9.3
118.50
2
2.94
7.52
3.860
0.57(
0.06)
0.10
0.9
128.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
33.07
6.22
4.323
0.57(
0.06)
0.10
7.4
121.00
2
33.12
6.24
4.315
0.57(
0.06)
0.10
7.5
124.00
3
33.40
6.39
4.255
0.57(
0.06)
0.10
7.6
116.00
4
33.75
6.60
4.172
0.57(
0.06)
0.10
7.9
111.00
5
34.17
6.90
4.064
0.57(
0.06)
0.10
8.3
126.50
6
34.50
7.31
3.925
0.57(
0.06)
0.10
8.7
119.00
7
34.52
7.52
3.860
0.57(
0.06)
0.10
8.9
128.00
8
34.42
7.85
3.761
0.57(
0.06)
0.10
9.1
114.00
9
34.21
8.39
3.61S
0.57(
0.06)
0.10
9.5
109.00
17
1-1
10 33.72 8.92 3.484 0.57( 0.06) 0.10 9.7 126.10
11 32.04 10.21 3.213 0.57( 0.06) 0.10 10.2 118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 34.S2 Tc(MIN.) = 7.52
EFFECTIVE AREMACRES) 8.88 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 10.16 369.00 FEET.
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 130.00 = 1
FLOW PROCESS FROM NODE 130.00 TO NODE 133.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.63 DOWNSTREAM(FEET) 44.26
FLOW LENGTH(FEET) = 74.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.14
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 34.52
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) 7.67
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 133.00 1443.00 FEET.
FLOW PROCESS FROM NODE 133.00 TO NODE 133.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE -
TIME OF CONCENTRATION(MIN.) = 7.67
RAINFALL INTENSITY(INCH/HR) = 3.81
AREA -AVERAGED FM(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 8.88
TOTAL STREAM AREMACRES) = 10.16
PEAK FLOW RATE(CFS) AT CONFLUENCE 34.52
FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 136.00 73.00
ELEVATION DATA: UPSTREAM(FEET) = 75.72 DOWNSTREAM(FEET)
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.930
SUBAREA TC AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.20 0.57 0.10 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 0.88 (CFS) 0.88
TOTAL AREMACRES) = 0.20 PEAK FLOW RATE
18
FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.SO DOWNSTREAM(FEET) 44.26
FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 13.54
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.88
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) 5.04 169.00 FEET.
LONGEST FLOWPATH FROM NODE 131.00 TO NODE 133.00
FLOW PROCESS FROM NODE 133.00 TO NODE 133.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.04
RAINFALL INTENSITY(INCH/HR) = 4.91
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.20
TOTAL STREAM AREMACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.88
CONFLUENCE DATA
STREAM
Q
Tc Intensity
Fp(Fm)
Ap
Ae HEADWATER
NUMBER
(CFS)
(MIN.) (INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
33.07
6.38
4.260
0.57( 0.06)
0.10
7.4
121.00
1
33.12
6.40
4.253
0.57( 0.06)
0.10
7.5
124.00
1
33.40
6.54
4.195
0.57( 0.06)
0.10
7.6
116.00
1
33.75
6.76
4.116
0.57( 0.06)
0.10
7.9
111.00
1
34.17
7.05
4.011
0.57( 0.06)
0.10
8.3
126.50
1
34.50
7.46
3.877
0.57( 0.06)
0.10
8.7
119.00
1
34.52
7.67
3.814
0.57( 0.06)
0.10
8.9
128.00
1
34.42
8.00
3.718
0.57( 0.06)
0.10
9.1
114.00
1
34.21
8.54
3.576
0.57( 0.06)
0.10
9.5
109.00
1
33.72
9.07
3.449
0.57( 0.06)
0.10
9.7
126.10
1
32.04
10.36
3.184
0.57( 0.06)
0.10
10.2
118.50
2
0.88
5.04
4.906
0.57( 0.06)
0.10
0.2
131.00
RAINFALL
INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA USED
FOR 2 STREAMS.
** PEAK
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
31.04
5.04
4.906
0.57( 0.06)
0.10
6.1
131.00
2
33.84
6.38
4.260
0.57( 0.06)
0.10
7.6
121.00
3
33.88
6.40
4.253
0.57( 0.06)
0.10
7.7
124.00
4
34.15
6.54
4.195
0.57( 0.06)
0.10
7.8
116.00
5
34.49
6.76
4.116
0.57( 0.06)
0.10
8.1
111.00
6
34.88
7.05
4.011
0.57( 0.06)
0.10
8.5
126.50
7
35.19
7.46
3.877
0.57( 0.06)
0.10
8.9
119.00
8
35.20
7.67
3.814
0.57( 0.06)
0.10
9.1
128.00
9
35.09
8.00
3.718
0.57( 0.06)
0.10
9.3
114.00
10
34.85
8.54
3.576
0.57( 0.06)
0.10
9.7
109.00
ILI
11 34.33 9.07 3.449 0.57( 0.06) 0.10 9.9 126.10
12 32.61 10.36 3.184 0.57( 0.06) 0.10 10.4 118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 35.20 Tc(MIN.) = 7.67
EFFECTIVE AREMACRES) 9.08 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = O.S7 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 10.36
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 133.00 = 1443.00 FEET.
FLOW PROCESS FROM NODE 133.00 TO NODE 136.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.26 DOWNSTREAM(FEET) 44.00
FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.06
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 35.20
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) 7.78
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 136.00 1497.00 FEET.
FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.78
RAINFALL INTENSITY(INCH/HR) = 3.78
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 9.08
TOTAL STREAM AREA(ACRES) = 10.36
PEAK FLOW RATE(CFS) AT CONFLUENCE 35.20
FLOW PROCESS FROM NODE 134.00 TO NODE 135.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL MET140D INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 138.00
ELEVATION DATA: UPSTREAM(FEET) = 75.76 DOWNSTREAMWEET) 73.00
Tc = K*C(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SU13AREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.930
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.19 0.57 0.10 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.83
TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) 0.83
20
FLOW PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 44.00
FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.18
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.83
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) 5.04
LONGEST FLOWPATH FROM NODE 134.00 TO NODE 136.00 173.00 FEET.
FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
**
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUM13ER OF STREAMS = 2
STREAM
Q
Tc
Intensity
Fp(Fm)
CONFLUENCE VALUES USED FOR INDEPENDENT
STREAM
2 ARE:
NUMBER
(CFS)
TIME OF CONCENTRATION(MIN.) = 5.04
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
RAINFALL INTENSITY(INCH/HR) = 4.90
31.60
5.04
4.904
0.57(
0.06)
AREA -AVERAGED Fm(INCH/HR) = 0.06
6.1
134.00
2
31.86
5.16
AREA -AVERAGED Fp(INCH/HR) = 0.57
0.57(
0.06)
0.10
6.3
131.00
AREA -AVERAGED Ap = 0.10
34.55
6.49
4.216
0.57(
0.06)
EFFECTIVE STREAM AREMACRES)
0.19
121.00
4
34.59
6.51
TOTAL STREAM AREA(ACRES) = 0.19
0.57(
0.06)
0.10
7.8
124.00
PEAK FLOW RATE(CFS) AT CONFLUENCE
34.85
0.83
4.153
0.57(
0.06)
** CONFLUENCE DATA **
8.0
116.00
6
35.18
6.87
STREAM Q Tc Intensity
Fp(Fm)
Ap Ae
0.10
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 31.04 5.16 4.840
0.57(
0.06)
0.10
6.1
131.00
1 33.84 6.49 4.216
0.57(
0.06)
0.10
7.6
121.00
1 33.88 6.51 4.208
0.57(
0.06)
0.10
7.7
124.00
1 34.15 6.66 4.153
0.57(
0.06)
0.10
7.8
116.00
1 34.49 6.87 4.075
0.57(
0.06)
0.10
8.1
111.00
1 34.88 7.16 3.973
0.57(
0.06)
0.10
8.5
126.50
1 35.19 7.58 3.842
0.57(
0.06)
0.10
8.9
119.00
1 35.20 7.78 3.781
0.57(
0.06)
0.10
9.1
128.00
1 35.09 8.11 3.687
0.57(
0.06)
0.10
9.3
114.00
1 34.8S 8.65 3.S48
O.S7(
0.06)
0.10
9.7
109.00
1 34.33 9.18 3.424
0.57(
0.06)
0.10
9.9
126.10
1 32.61 10.47 3.163
0.57(
0.06)
0.10
10.4
118.SO
2 0.83 S.04 4.904
0.57(
0.06)
0.10
0.2
134.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
31.60
5.04
4.904
0.57(
0.06)
0.10
6.1
134.00
2
31.86
5.16
4.840
0.57(
0.06)
0.10
6.3
131.00
3
34.55
6.49
4.216
0.57(
0.06)
0.10
7.8
121.00
4
34.59
6.51
4.208
0.57(
0.06)
0.10
7.8
124.00
5
34.85
6.66
4.153
0.57(
0.06)
0.10
8.0
116.00
6
35.18
6.87
4.075
0.57(
0.06)
0.10
8.3
111.00
7
35.56
7.16
3.973
0.57(
0.06)
0.10
8.7
126.50
8
35.84
7.58
3.842
0.57(
0.06)
0.10
9.1
119.00
9
35.84
7.78
3.781
0.57(
0.06)
0.10
9.3
128.00
21
10 35.71 8.11 3.687 0.57( 0.06) 0.10 9.5
114.00
11 35.45 8.65 3.548 0.57( 0.06) 0.10 9.9
109.00
12 34.91 9.18 3.424 0.57( 0.06) 0.10 10.1
126.10
13 33.14 10.47 3.163 0.57( 0.06) 0.10 10.6
118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 35.84 Tc(MIN.) = 7.58
EFFECTIVE AREA(ACRES) 9.09 AREA -AVERAGED Fm(INCH/HR)
= 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 10.55
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 136.00 = 1497.00
FEET.
FLOW PROCESS FROM NODE 136.00 TO NODE 301.00 IS CODE =
41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.00 DOWNSTREAM(FEET)
43.65
FLOW LENGTHWEET) = 66.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.40
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 35.84
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) 7.71
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 301.00 1563.00 FEET.
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<<
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 127.00
ELEVATION DATA: UPSTREAM(FEET) = 57.23 DOWNSTREAMWEET) 56.10
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = S.427
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.693
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.30 0.57 0.10 69 5.43
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.2S
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) 1.25
FLOW PROCESS FROM NODE 202.00 TO NODE 205.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 52.27 DOWNSTREAMWEET) 51.76
FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.4 INCHES
22
PIPE -FLOW VELOCITY(FEET/SEC.)
GIVEN PIPE DIAMETER(INCH)
PIPE-FLOW(CFS) = 1.25
PIPE TRAVEL TIME(MIN.) = 0.
LONGEST FLOWPATH FROM NODE
4.73
12.00 NUMBER OF PIPES
17 Tc(MIN.) 5.59
201.00 TO NODE 205.00 174.00 FEET.
FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.59
RAINFALL INTENSITY(INCH/HR) = 4.61
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.30
TOTAL STREAM AREA(ACRES) = 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.25
FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAJj METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 128.00
ELEVATION DATA: UPSTREAM(FEET) 57.98 DOWNSTREAMWEET) 57.03
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.645
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.584
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.25 0.57 0.10 69 5.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.02
TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) 1.02
FLOW PROCESS FROM'NODE 204.00 TO NODE 205.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 54.53 DOWNSTREAM(FEET) 51.76
FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.13
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.02
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.71
LONGEST FLOWPATH FROM NODE 203.00 TO NODE 205.00 162.00 FEET.
FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
23
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.71
RAINFALL INTENSITY(INCH/HR) = 4.55
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.25
TOTAL STREAM AREA(ACRES) = 0.25
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.02
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1.25 5.59 4.609 0.57( 0.06) 0.10 0.3 201.00
2 1.02 5.71 4.554 0.57( 0.06) 0.10 0.2 203.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 2.26 5.59 4.609 0.57( 0.06) 0.10 0.5 201.00
2 2.26 5.71 4.554 0.57( 0.06) 0.10 0.6 203.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.26 Tc(MIN.) = 5.59
EFFECTIVE AREA(ACRES) 0.54 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.55
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 205.00 174.00 FEET.
FLOW PROCESS FROM NODE 205.00 TO NODE 208.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 51.76 DOWNSTREAMWEET) 50.54
FLOW LENGTH(FEET) = 110-00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.56
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 2.26
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) 5.92
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 208.00 284.00 FEET.
FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 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.) = 5.92
RAINFALL INTENSITY(INCH/HR) = 4.45
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.54
TOTAL STREAM AREMACRES) =_ 0.55
24
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.26
FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 136.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 57.03
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.854
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.48S
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.27 0.57 0.10 69 5.85
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.08
TOTAL AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) 1.08
FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 54.53 DOWNSTREAM(FEET) 50.54
FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.56
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES I
PIPE-FLOW(CFS) = 1.08
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 5.91
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 208.00 170.00 FEET.
FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.91
RAINFALL INTENSITY(INCH/HR) = 4.46
AREA -AVERAGED FM(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.27
TOTAL STREAM AREA(ACRES) = 0.27
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.08
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
2.26
5.92
1
2.26
6.04
2
1.08
5.91
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
4.454 0.57( 0.06)
4.403 0.57( 0.06)
4.460 0.57( 0.06)
Ap Ae HEADWATER
(ACRES) NODE
0.10 0.5 201.00
0.10 0.6 203.00
0.10 0.3 206.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
25
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.34 5.91 4.460 0.57( 0.06) 0.10 0.8 206.00
2 3.34 5.92 4.454 0.57( 0.06) 0.10 0.8 201.00
3 3.32 6.04 4.403 0.57( 0.06) 0.10 0.8 203.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.34 Tc(MIN.) = 5.92
EFFECTIVE AREA(ACRES) 0.81 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.82
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 208.00 284.00 FEET.
FLOW PROCESS FROM NODE 208.00 TO NODE 211.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 50.54 DOWNSTREAM(FEET) 49.34
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.03
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 3.34
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) 6.23
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 211.00 394.00 FEET.
FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE I
-----------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.23
RAINFALL INTENSITY(INCH/HR) = 4.32
AREA -AVERAGED Fm(INCH/HR) = O.OG
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.81
TOTAL STREAM AREA(ACRES) = 0.82
PEAK FLOW RATE(CFS) AT CONFLUENCE 3.34
FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 191.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 57.03
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.177
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.969
SUBAREA Tc AND LOSS RATE DATA(AMC IV:
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
Nw,
COMMERCIAL 0.27 0.57 0.10 69 7.18
26
0�.
SU13AREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.95
TOTAL AREMACRES) = 0.27 PEAK FLOW RATE(CFS) 0.9s
FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 54.53 DOWNSTREAM(FEET) 49.34
FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.16
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.95
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 7.23
LONGEST FLOWPATH FROM NODE 209.00 TO NODE 211.00 225.00 FEET.
FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE I
----------------------------------------------------------------------------
>>>>>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.) = 7.23
RAINFALL INTENSITY(INCH/HR) = 3.95
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.27
TOTAL STREAM AREA(ACRES) = 0.27
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.95
** CONFLUENCE DATA **
**
STREAM Q Tc
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
2 4.23 6.23
(ACRES)
NODE
1
3.34
6.21
4.328
0.57( 0.06)
0.10
0.8
206.00
1
3.34
6.23
4.322
0.57( 0.06)
0.10
0.8
201.00
1
3.32
6.34
4.275
0.57( 0.06)
0.10
0.8
203.00
2
0.95
7.23
3.952
0.57( 0.06)
0.10
0.3
209.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE
**
STREAM Q Tc
Intensity
Fp(Fm)
Ap Ae HEADWATER
NUMBER (CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 4.23 6.21
4.328
0.57( 0.06)
0.10 1.0
206.00
2 4.23 6.23
4.322
0.57( 0.06)
0.10 1.0
201.00
3 4.22 6.34
4.275
0.57( 0.06)
0.10 1.1
203.00
4 4.01 7.23
3.952
0.57( 0.06)
0.10 1.1
209.00
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
4.23
Tc(MIN.) =
6.23
EFFECTIVE AREA(ACRES)
1.05
AREA -AVERAGED Fm(INCH/HR)
= 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) =
1.09
LONGEST FLOWPATH FROM NODE 201.00
TO NODE
211.00 394.00 FEET.
27
FLOW PROCESS FROM NODE 211.00 TO NODE 214.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 49.34 DOWNSTREAM(FEET) 48.67
FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.47
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 4.23
PIPE TRAVEL TIMENIN.) = 0.09 Tc(MIN.) 6.32
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 214.00 435.00 FEET.
FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 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.) = 6.32
RAINFALL INTENSITY(INCH/HR) = 4.28
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.05
TOTAL STREAM AREA(ACRES) = 1.09
PEAK FLOW RATE(CFS) AT CONFLUENCE 4.23
FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 187.00
ELEVATION DATA: UPSTREAM(FEET) = 60.62 DOWNSTREAM(FEET) 56.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHMGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.165
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.835
SUBAREA Tc AND LOSS RATE DATA(AMC IV:
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN-.)
COMMERCIAL C 0.40 0.57 0.10 69 5.16
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.72
TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) 1.72
FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 52.17 DOWNSTREAM(FEET) 48.67
FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.93
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PT -1
PIPE-FLOW(CFS) = 1.72
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) 5.20
LONGEST FLOWPATH FROM NODE 212.00 TO NODE 214.00 212.00 FEET.
FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.20
RAINFALL INTENSITY(INCH/HR) = 4.82
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.40
TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.72
** CONFLUENCE DATA **
STREAM
Q Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
4.23 6.30
4.290
0.57( 0.06)
0.10
1.0
206.00
1
4.23 6.32
4.284
0.57( 0.06)
0.10
1.0
201.00
1
4.22 6.43
4.238
0.57( 0.06)
0.10
1.1
203.00
1
4.01 7.32
3.922
0.57( 0.06)
0.10
1.1
209.00
2
1.72 5.20
4.817
0.57( 0.06)
0.10
0.4
212.00
RAINFALL
INTENSITY AND
TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED
FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.64 5.20 4.817 0.57( 0.06) 0.10 1.3 212.00
2 5.76 6.30 4.290 0.57( 0.06) 0.10 1.4 206.00
3 5.76 6.32 4.284 0.57( 0.06) 0.10 1.4 201.00
4 5.73 6.43 4.238 0.57( 0.06) 0.10 1.5 203.00
5 5.41 7.32 3.922 0.57( 0.06) 0.10 1.5 209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.76 Tc(MIN.) = 6.30
EFFECTIVE AREA(ACRES) 1.45 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.49
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 214.00 435.00 FEET.
FLOW PROCESS FROM NODE 214.00 TO NODE 217.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.67 DOWNSTREAM(FEET) 46.93
FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.58
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 5.76
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) 6.58
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 217.00 563.00 FEET.
NE
FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.58
RAINFALL INTENSITY(INCH/HR) = 4.18
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.45
TOTAL STREAM AREMACRES) = 1.49
PEAK FLOW RATE(CFS) AT CONFLUENCE 5.76
FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 199.00
ELEVATION DATA: UPSTRFAM(FEET) = 74.00 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)l**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.281
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.93S
SU13AREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.35 0.57 0.10 69 7.28
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.22
TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) 1.22
FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 46.93
FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 14.81
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.22
PIPE TRAVEL TIME(MIN-) = 0.03 Tc(MIN.) 7.31
LONGEST FLOWPATH FROM NODE 21S.00 TO NODE 217.00 223.00 FEET.
FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.31
RAINFALL INTENSITY(INCH/HR) = 3.93
79H
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCHIHR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES)
0.35
TOTAL STREAM AREMACRES) = 0.35
PEAK FLOW RATE(CFS) AT CONFLUENCE
1.22
** CONFLUENCE DATA **
STREAM Q Tc Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUM13ER (CFS) (MIN.) (INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 5.64 5.48 4.666
0.57( 0.06)
0.10
1.3
212.00
1 5.76 6.58 4.179
0.57( 0.06)
0.10
1.4
206.00
1 5.76 6.60 4.174
0.57( 0.06)
0.10
1.4
201.00
1 5.73 6.71 4.131
0.57( 0.06)
0.10
1.5
203.00
1 5.41 7.61 3.833
O.S7( 0.06)
0.10
1.5
209.00
2 1.22 7.31 3.926
o.57( 0.06)
0.10
0.3
215.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 6.73 5.48 4.666
0.57( 0.06)
0.10
1.5
212.00
2 6.93 6.58 4.179
0.57( 0.06)
0.10
1.8
206.00
3 6.94 6.60 4.174
0.57( 0.06)
0.10
1.8
201.00
4 6.91 6.71 4.131
0.57( 0.06)
0.10
1.8
203.00
5 6.74 7.31 3.926
0.57( 0.06)
0.10
1.8
215.00
6 6.60 7.61 3.833
0.57( 0.06)
0.10
1.8
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.94
Tc(MIN.)
=
6.60
EFFECTIVE AREA(ACRES) 1.76
AREA -AVERAGED
Fm(INCH /HR)
= 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED
Ap = 0.10
TOTAL AREA(ACRES) = 1.84
LONGEST FLOWPATH FROM NODE 201.00
TO NODE 217.00
563.00 FEET.
FLOW PROCESS FROM NODE 217.00 TO NODE 220.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 46.93 DOWNSTREAM(FEET) 46.77
FLOW LENGTH(FEET) = 11.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.16 NUMBER OF PIPES
GIVEN PIPE DIAMETER(INCH) = 18-00
PIPE-FLOW(CFS) = 6.94
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) 6.62 574.00 FEET.
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 220.00
FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE
----------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.62
RAINFALL INTENSITY(INCH/HR) = 4.17
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
31
m
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.76
TOTAL STREAM AREMACRES) = 1.84
PEAK FLOW RATE(CFS) AT CONFLUENCE 6.94
FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 140.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 53.98
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
STREAM
* 25 YEAR RAINFALL
INTENSITY(INCH/HR) = 4.930
NUMBER
SUBAREA Tc AND LOSS
RATE DATA(AMC II):
DEVELOPMENT TYPE/
SCS SOIL AREA Fp
Ap SCS Tc
LAND USE
GROUP (ACRES) (INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
C 0.13 0.57
0.10 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS)
0.57
TOTAL AREMACRES) =
0.13 PEAK FLOW RATE(CFS)
0.57
FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 46.77
FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 11.46
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.57
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) 5.04
LONGEST FLOWPATH FROM NODE 218.00 TO NODE 220.00 167.00 FEET.
FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.04
RAINFALL INTENSITY(INCH/HR) = 4.91
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.13
TOTAL STREAM AREA(ACRES) = 0.13
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.57
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
6.73
5.so
6.93
6.61
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
4.654 0.57( 0.06)
4.171 0.57( 0.06)
32
Ap Ae HEADWATER
(ACRES) NODE
0.10 1.5 212.00
0.10 1.8 206.00
1
6.94
6.62
4.165
0.57(
0.06)
0.10
1.8
201.00
1
6.91
6.74
4.122
0.57(
0.06)
0.10
1.8
203.00
1
6.74
7.33
3.919
0.57(
0.06)
0.10
1.8
215.00
1
6.GO
7.63
3.826
0.57(
0.06)
0.10
1.8
209.00
2
0.57
5.04
4.907
0.57(
0.06)
0.10
0.1
218.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
7.08
5.04
4.907
0.57(
0.06)
0.10
1.5
218.00
2
7.28
5.50
4.654
0.57(
0.06)
0.10
1.7
212.00
3
7.42
6.61
4.171
O.S7(
0.06)
0.10
1.9
206.00
4
7.42
6.62
4.165
0.57(
0.06)
0.10
1.9
201.00
5
7.39
6.74
4.122
0.57(
0.06)
0.10
1.9
203.00
6
7.19
7.33
3.919
0.57(
0.06)
0.10
2.0
215.00
7
7.05
7.63
3.826
0.57(
0.06)
0.10
2.0
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.42 Tc(MIN.) = 6.61
EFFECTIVE AREMACRES) 1.89 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 1.97
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 220.00 574.00 FEET.
FLOW PROCESS FROM NODE 220.00 TO NODE 223.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 46.77 DOWNSTREAM(FEET) 45.47
FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.13
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 7.42
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) 6.80
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 223.00 668.00 FEET.
FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.80
RAINFALL INTENSITY(INCHJHR) = 4.10
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.89
TOTAL STREAM AREMACRES) = 1.97
PEAK FLOW RATE(CFS) AT CONFLUENCE 7.42
FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
33
INITIAL SUBAREA FLOW-LENGTH(FEET) 146.00
ELEVATION DATA: UPSTREAM(FEET) = 73.73 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.439
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.236
SUBAREA Tc AND LOSS RATE DATA(AMC Il):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap Scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.21 0.57 0.10 69 6.44
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.79
TOTAL AREMACRES) = 0.21 PEAK FLOW RATE(CFS) 0.79
FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.82 DOWNSTREAM(FEET) 45.47
FLOW LENGTH(FEET) = 77.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.40
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.79
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) 6.58
LONGEST FLOWPATH FROM NODE 221.00 TO NODE 223.00 223.00 FEET.
FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 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.) = 6.58
RAINFALL INTENSITY(INCH/HR) = 4.18
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.21
TOTAL STREAM AREMACRES) = 0.21
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.79
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm)
Ap Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR)
(ACRES)
NODE
1 7.08 5.23 4.796 0.57( 0.06)
0.10
1.5
218.00
1 7.28 5.70 4.559 0.57( 0.06)
0.10
1.7
212.00
1 7.42 6.80 4.099 0.57( 0.06)
0.10
1.9
206.00
1 7.42 6.81 4.094 0.57( 0.06)
0.10
1.9
201.00
1 7.39 6.93 4.OS3 0.57( 0.06)
0.10
1.9
203.00
1 7.19 7.52 3.858 0.57( 0.06)
0.10
2.0
215.00
1 7.05 7.82 3.768 0.57( 0.06)
0.10
2.0
209.00
2 0.79 6.58 4.183 0.57( 0.06)
0.10
0.2
221.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
34
** PEAK
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
7.80
S.23
4.796
0.57(
0.06)
0.10
1.7
218.00
2
8.02
5.70
4.559
0.57(
0.06)
0.10
1.8
212.00
3
8.18
6.S8
4.183
0.57(
0.06)
0.10
2.1
221.00
4
8.19
6.80
4.099
0.57(
0.06)
0.10
2.1
206.00
S
8.19
6.81
4.094
0.57(
0.06)
0.10
2.1
201.00
6
8.16
6.93
4.OS3
0.57(
0.06)
0.10
2.1
203.00
7
7.92
7.S2
3.858
0.57(
0.06)
0.10
2.2
215.00
8
7.76
7.82
3.768
0.57(
0.06)
0.10
2.2
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.19 Tc(MIN.) = 6.80
EFFECTIVE AREMACRES) 2.10 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 2.18
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 223.00 668.00 FEET.
FLOW PROCESS FROM NODE 223.00 TO NODE 226.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 45.47 DOWNSTREAM(FEET) 45.24
FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.96
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 8.19
PIPE TRAVEL TIME(MIN-) = 0.01 Tc(MIN.) 6.81
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 226.00 676.00 FEET.
FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.81
RAINFALL INTENSITY(INCH/HR) = 4.09
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(iNCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 2.10
TOTAL STREAM AREA(ACRES) = 2.18
PEAK FLOW RATE(CFS) AT CONFLUENCE 8.19
FLOW PROCESS FROM NODE 224.00 TO NODE 225.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SU13AREA FLOW-LENGTH(FEET) 148.00
'ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 55.38
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.035
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.909
SUBAREA Tc AND LOSS RATE DATA(AMC II):
35
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.51 0.57 0.10 69 5.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.10
SUBAREA RUNOFF(CFS) 2.23
TOTAL AREMACRES) = 0.51 PEAK FLOW RATE(CPS) 2.23
FLOW PROCESS FROM NODE 22S.00 TO NODE 226.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) S1.55 DOWNSTREAM(FEET) 45.24
FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.7 INCHES
PIPE -FLOW VELOCITY(FEETISEC.) = 17.19
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 2.23
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) 5.06
LONGEST FLOWPATH FROM NODE 224.00 TO NODE 226.00 173.00 FEET.
FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.06
RAINFALL INTENSITY(INCHJHR) = 4.89
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.51
TOTAL STREAM AREMACRES) = 0.51
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.23
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CPS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
7.80
5.25
4.790
0.57( 0.06)
0.10
1.7
218.00
1
8.02
'S.71
4.553
0.57( 0.06)
0.10
1.8
212.00
1
8.18
6.59
4.178
0.57( 0.06)
0.10
2.1
221.00
1
8.19
6.81
4.095
0.57( 0.06)
0.10
2.1
206.00
1
8.19
6.83
4.090
0.57( 0.06)
0.10
2.1
201.00
1
8.16
6.94
4.049
0.57( 0.06)
0.10
2.1
203.00
1
7.92
7.54
3.854
0.57( 0.06)
0.10
2.2
215.00
1
7.76
7.84
3.765
0.57( 0.06)
0.10
2.2
209.00
2
2.23
5.06
4.895
0.57( 0.06)
0.10
0.5
224.00
RAINFALL
INTENSITY AND
TIME OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA USED FOR 2 STREAMS.
** PEAK
FLOW RATE TABLE **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CPS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
9.92
5.06
4.895
0.57( 0.06)
0.10
2.1
224.00
2
9.98
5.25
4.790
0.57( 0.06)
0.10
2.2
218.00
3
10.09
5.71
4.553
0.57( 0.06)
0.10
2.3
212.00
4
10.08
6.59
4.178
0.57( 0.06)
0.10
2.6
221.00
011
5 10.05 6.81 4.095 0.57( 0.06) 0.10 2.6 206.00
6 10.05 6.83 4.090 0.57( 0.06) 0.10 2.6 201.00
7 9.99 6.94 4.049 0.57( 0.06) 0.10 2.6 203.00
8 9.67 7.54 3.854 0.57( 0.06) 0.10 2.7 215.00
9 9.46 7.84 3.765 0.57( 0.06) 0.10 2.7 209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.09 Tc(MIN.) = 5.71
EFFECTIVE AREA(ACRES) 2.35 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.69
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 226.00 676.00 FEET.
FLOW PROCESS FROM NODE 226.00 TO NODE 229.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 45.24 DOWNSTREAM(FEET) 44.97
FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.04
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 10.09
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 5.76
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 229.00 700.00 FEET.
FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 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.) = 5.76
RAINFALL INTENSITY(INCH/HR) = 4.53
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 2.35
TOTAL STREAM AREMACRES) = 2.69
PEAK FLOW RATE(CFS) AT CONFLUENCE 10.09
FLOW PROCESS FROM NODE 227.00 TO NODE 228.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 141.00
ELEVATION DATA: UPSTREAM(FEET) = 75.82 DOWNSTREAM(FEET) 73.00
Tc = KlQ(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.930
SUBAREA Tc AND LOSS RATE DATA(AMC IV:
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.20 0.57 0.10 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = �0.88
37
m
TOTAL AREMACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.88
FLOW PROCESS FROM NODE 228.00 TO NODE 229.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.38 DOWNSTREAM(FEET) 44.97
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.59
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.88
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) 5.14
LONGEST FLOWPATH FROM NODE 227.00 TO NODE 229.00 221.00 FEET.
FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 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.) = 5.14
RAINFALL INTENSITY(INCH/HR) = 4.85
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.20
TOTAL STREAM AREA(ACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.88
** CONFLUENCE DATA **
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
9.92
5.11
4.866
0.57(
0.06)
0.10
2.1
224.00
1
9.98
5.30
4.762
0.57(
0.06)
0.10
2.2
218.00
1
10.09
5.76
4.529
0.57(
0.06)
0.10
2.3
212.00
1
10.08
6.64
4.159
0.57(
0.06)
0.10
2.6
221.00
1
10.05
6.86
4.077
0.57(
0.06)
0.10
2.6
206.00
1
10.05
6.88
4.072
0.57(
0.06)
0.10
2.6
201.00
1
9.99
.6.99
4.032
0.57(
0.06)
0.10
2.6
203.00
1
9.67
7.59
3.839
0.57(
0.06)
0.10
2.7
215.00
1
9.46
7.89
3.750
0.57(
0.06)
0.10
2.7
209.00
2
0.88
5.14
4.849
0.57(
0.06)
0.10
0.2
227.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
10.79
5.11
4.866
0.57(
0.06)
0.10
2.3
224.00
2
10.80
5.14
4.849
0.57(
0.06)
0.10
2.4
227.00
3
10.84
5.30
4.762
0.57(
0.06)
0.10
2.4
218.00
4
10.91
5.76
4.529
0.57(
0.06)
0.10
2.5
212.00
5
10.83
6.64
4.159
0.57(
0.06)
0.10
2.8
221.00
6
10.79
6.86
4.077
0.57(
0.06)
0.10
2.8
206.00
7
10.78
6.88
4.072
0.57(
0.06)
0.10
2.8
201.00
8
10.72
6.99
4.032
0.57(
0.06)
0.10
2.8
203.00
9
10.36
7.59
3.839
0.57(
0.06)
0.10
2.9
215.00
38
cm
10 10.14 7.89 3.750 0.57( 0.06) 0.10 2.9 209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.91 Tc(MIN.) = 5.76
EFFECTIVE AREMACRES) 2.55 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 2.89
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 229.00 700.00 FEET.
FLOW PROCESS FROM NODE 229.00 TO NODE 301.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA- UPSTREAM(FEET) 44.97 DOWNSTREAM(FEET) 43.65
FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.69
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 10.91
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) 5.83
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 301.00 747.00 FEET.
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
10.79
5.18
4.828
0.57(
0.06)
0.10
2.3
224.00
2
10.80
5.21
4.812
0.57(
0.06)
0.10
2.4
227.00
3
10.84
5.36
4.727
0.57(
0.06)
0.10
2.4
218.00
4
10.91
5.83
4.498
0.57(
0.06)
0.10
2.5
212.00
5
10.83
6.70
4.134
0.57(
0.06)
0.10
2.8
221.00
6
10.79
6.93
4.053
0.57(
0.06)
0.10
2.8
206.00
7
10.78
6.94
4.048
0.57(
0.06)
0.10
2.8
201.00
8
10.72
7.06
4.008
0.57(
0.06)
0.10
2.8
203.00
9
10.36
7.65
3.818
0.57(
0.06)
0.10
2.9
215.00
10
10.14
7.96
3.731
0.57(
0.06)
0.10
2.9
209.00
LONGEST
FLOWPATH
FROM
NODE 201.00 TO NODE
301.00
=
747.00 FEET.
** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Pm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
31.60
5.18
4.827
0.57(
0.06)
0.10
6.1
134.00
2
31.86
5.29
4.766
0.57(
0.06)
0.10
6.3
131.00
3
34.55
6.62
4.165
0.57(
0.06)
0.10
7.8
121.00
4
34.59
6.64
4.158
0.57(
0.06)
0.10
7.8
124.00
5
34.85
6.79
4.104
0.57(
0.06)
0.10
8.0
116.00
6
35.18
7.00
4.029
0.57(
0.06)
0.10
8.3
111.00
7
35.56
7.29
3.930
0.57(
0.06)
0.10
8.7
126.50
8
35.84
7.71
3.803
0.57(
0.06)
0.10
9.1
119.00
9
35.84
7.91
3.743
0.57(
0.06)
0.10
9.3
128.00
10
35.71
8.24
3.652
0.57(
0.06)
0.10
9.5
114.00
11
35.45
8.78
3.516
0.57(
0.06)
0.10
9.9
109.00
12
34.91
9.31
3.395
0.57(
0.06)
0.10
10.1
126.10
13
33.14
10.61
3.139
0.57(
0.06)
0.10
10.6
118.50
LONGEST
FLOWPATH FROM NODE 118.50 TO NODE
301.00
=
1563-00 FEET.
** PEAK FLOW RATE
TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae HEADWATER
NUMBER
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
42.39
5.18
4.828
0.57(
0.06)
0.10
8.5
224.00
2
42.40
5.18
4.827
0.57(
0.06)
0.10
8.5
134.00
3
42.47
5.21
4.812
0.57(
0.06)
0.10
8.5
227.00
4
42.68
5.29
4.766
0.57(
0.06)
0.10
8.6
131.00
5
42.84
5.36
4.727
0.57(
0.06)
0.10
8.8
218.00
6
43.85
5.83
4.498
0.57(
0.06)
0.10
9.4
212.00
7
45.39
6.62
4.165
0.57(
0.06)
0.10
10.6
121.00
8
4S.42
6.64
4.158
0.57(
0.06)
0.10
10.6
124.00
9
45.53
6.70
4.134
0.57(
0.06)
0.10
10.7
221.00
10
45.67
6.79
4.104
0.57(
0.06)
0.10
10.8
116.00
11
45.86
6.93
4.053
0.57(
0.06)
0.10
11.0
206.00
12
45.87
6.94
4.048
0.57(
0.06)
0.10
11.0
201.00
13
45.93
7.00
4.029
O.S7(
0.06)
0.10
11.1
111.00
14
45.97
7.06
4.008
0.57(
0.06)
0.10
11.2
203.00
15
46.13
7.29
3.930
0.57(
0.06)
0.10
11.5
126.50
16
46.17
7.65
3.818
0.57(
0.06)
0.10
11.9
215.00
17
46.16
7.71
3.803
0.57(
0.06)
0.10
12.0
119.00
18
46.01
7.91
3.743
0.57(
0.06)
0.10
12.2
128.00
19
45.96
7.96
3.731
0.57(
0.06)
0.10
12.2
209.00
20
45.63
8.24
3.652
0.57(
0.06)
0.10
12.4
114.00
21
45.00
8.78
3.516
0.57(
0.06)
0.10
12.8
109.00
22
44.12
9.31
3.395
0.57(
0.06)
0.10
13.0
126.10
23
41.65
10.61
3.139
0.57(
0.06)
0.10
13.4
118.50
TOTAL AREA(ACRES)
=
13.44
COMPUTED
CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS)
=
46.17 Tc(MIN.)
= 7.655
EFFECTIVE AREA(ACRES)
11.92 AREA -AVERAGED Fm(INCH/HR)
= 0.06
AREA -AVERAGED Fp(INCH/HR)
= 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES)
=
13.44
LONGEST
FLOWPATH
FROM NODE 118.50 TO NODE
301.00 = 1563.00 FEET.
END OF STUDY
SUMMARY:
TOTAL AREA(ACRES)
13.44 TC(MIN.)
7.G5
EFFECTIVE AREA(ACRES)
11.92 AREA -AVERAGED Fm(INCH/HR)=
0.06
AREA -AVERAGED
Fp(INCH/HR)
0.57 AREA -AVERAGED Ap = 0.10
PEAK FLOW RATE(CFS)
46.17
** PEAK
FLOW RATE TABLE **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae HEADWATER
NUMBER
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES) NODE
1
42.39
5.18
4.828
0.57(
0.06)
0.10
8.S
224.00
2
42.40
5.18
4.827
0.57(
0.06)
0.10
8.S
134.00
3
42.47
5.21
4.812
0.57(
0.06)
0.10
8.5
227.00
4
42.68
5.29
4.766
0.57(
0.06)
0.10
8.6
131.00
5
42.84
S.36
4.727
0.57(
0.06)
0.10
8.8
218.00
6
43.85
5.83
4.498
0.57(
0.06)
0.10
9.4
212.00
7
45.39
6.62
4.165
0.57(
0.06)
0.10
10.6
121.00
8
45.42
6.64
4.158
0.57(
0.06)
0.10
10.6
124.00
9
45.53
6.70
4.134
0.57(
0.06)
0.10
10.7
221.00
10
45.67
6.79
4.104
0.57(
0.06)
0.10
10.8
116.00
11
45.86
6.93
4.053
0.57(
0.06)
0.10
11.0
206.00
12
45.87
6.94
4.048
0.57(
0.06)
0.10
11.0
201.00
13
45.93
7.00
4.029
0.57(
0.06)
0.10
11.1
111.00
14
45.97
7.06
4.008
0.57(
0.06)
0.10
11.2
203.00
15
46.13
7.29
3.930
0.57(
0.06)
0.10
11.5
126.50
16
46.17
7.65
3.818
0.57(
0.06)
0.10
11.9
215.00
17
46.16
7.71
3.803
0.57(
0.06)
0.10
12.0
119.00
18
46.01
7.91
3.743
0.57(
0.06)
0.10
12.2
128.00
19
45.96
7.96
3.731
0.57(
0.06)
0.10
12.2
209-00
40
20
45.63
8.24
3.652
0.57(
0.06)
0.10
12.4
114.00
21
45.00
8.78
3.516
0.57(
0.06)
0.10
12.8
109.00
22
44.12
9.31
3.395
0.57(
0.06)
0.10
13.0
126.10
23
41.65
10.61
3.139
0.57(
0.06)
0.10
13.4
118.50
END OF RATIONAL METHOD ANALYSIS
c
41
m
A
APPENDIX A-3:
RATIONAL METHOD - PROPOSED CONDITION -
50 -YEAR STORM
it.
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1233
Analysis prepared by:
Penco Engineering Inc.
one Technology Drive, Building J-725
Irvine, CA 92618
Tel: (949) 753-8111 Fax: (949) 753-0775
DESCRIPTION OF STUDY
• JN 1390. HOME DEPOT FONTANA HYDROLOGY ANALYSIS.
• PREPARED 5 JANUARY, 2007
• 50 -year Hydrology
FILE NAME: 1390Q50 -DAT
TIME/DATE OF STUDY: 11:18 01/05/2007
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) 50.00
SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
vs. LOG(Tc;MIN)) = 0.6000
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR)
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.2500
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*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 0.0312 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS—<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 31S.00
ELEVATION DATA: UPSTREAM(FEET) = 62.12 DOWNSTREAM(FEET) 56.26
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINILAUM TC(MIN.) = 6.734
I
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 4.643
SUBAREA Tc AND LOSS RATE DATA(AMC IV:
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
COMMERCIAL C 1.41 0.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) S.82
TOTAL AREMACRES) = 1.41 PEAK FLOW RATE(CFS]
Ap SCS Tc
(DECIMAL) CN (MIN-)
0.10 69 6.73
0.57
5.82
FLOW PROCESS FROM NODE 110.00 TO NODE 113.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.21 DOWNSTREAM(FEET) 51.26
FLOW LENGTH(FEET) = 79.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.45
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 5.82
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) 6.87
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 113.00 394.00 FEET.
FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.87
RAINFALL INTENSITY(INCH/HR) = 4.59
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.41
TOTAL STREAM AREMACRES) = 1.41
PEAK FLOW RATE(CFS) AT CONFLUENCE S.82
FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21
------------------- 7 --------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SU13AREA FLOW-LENGTH(FEET) 142.00
ELEVATION DATA: UPSTREAM(FEET) = 75.84 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA Tc AND LOSS RATE DATA(AMC IV:
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
COMMERCIAL C 0.32 0.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.58
TOTAL AREMACRES) = 0.32 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.10 69 5.00
57
1.58
FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 51.26
FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.3 INCHES
PIPE -FLOW VELOCITY(FEETISEC.) = 9.03
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.58
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) 5.08
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 113.00 183.00 FEET.
FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.08
RAINFALL INTENSITY(INCH/HR) = 5.50
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/14R) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.32
TOTAL STREAM AREMACRES) = 0.32
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.58
CONFLUENCE DATA
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCHIHR) (INCH/HR) (ACRES) NODE
1 5.82 6.87 4.587 0.57( 0.06) 0.10 1.4 109.00
2 1.58 5.08 5.502 0.57( 0.06) 0.10 0.3 111.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE ** Ap Ae HEADWATER
STREAM Q Tc Intensity Fp(Fm)
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.75 S.08 5.502 0.57( 0.06) 0.10 1.4 111.00
2 7.14 -6.87 4.587 0.57( 0.06) 0.10 1.7 109.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.14 Tc(MIN.) = 6.87
EFFECTIVE AREA(ACRES) 1.73 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.73 113.00 394.00 FEET.
LONGEST FLOWPATH FROM NODE 109.00 TO NODE
FLOW PROCESS FROM NODE 113.00 TO NODE 118.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 51.26 DOWNSTREAM(FEET) 48.95
FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.03
GIVEN PIPE DIAMETER(INCH)
PIPE-FLOW(CFS) 7.14
PIPE TRAVEL TIME(MIN.) 0
LONGEST FLOWPATH FROM NODE
18.00 NUMBER OF PIPES = 1
23 Tc(MIN.) 7.10
109.00 TO NODE 118.00 517.00 FEET.
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.10
RAINFALL INTENSITY(INCH/HR) = 4.50
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.73
TOTAL STREAM AREA(ACRES) = 1.73
PEAK FLOW RATE(CFS) AT CONFLUENCE 7.14
FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 198.00
ELEVATION DATA: UPSTREAM(FEET) = 58.83 DOWNSTREAM(FEET) 56.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.895
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.029
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.28 0.57 0.10 69 5.90
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.25
TOTAL AREMACRES) = 0.28 PEAK FLOW RATE(CFS) 1.25
FLOW PROCESS FROM NODE 115.00 TO NODE 118.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) 49.95 DOWNSTREAM(FEET) 48.95
FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 3.82
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.25
PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) 6.55
LONGEST FLOWPATH FROM NODE 114.00 TO NODE 118.00 349.00 FEET.
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUEN`CE<<<<<
TOTAL NUMBER OF STREAMS = 13
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.55
RAINFALL INTENSITY(INCH/HR) = 4.72
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.28
TOTAL STREAM AREMACRES) = 0.28
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.25
FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 158.00
ELEVATION DATA: UPSTREAM(FEET) = 76.16 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3-00MELEVATION CHANGE)]**0.20
SU13AREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.037
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.527
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.33 0.57 0.10 69 5.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.62
TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) 1.62
FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 48.95
FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.73
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.62
PIPE TRAVEL TIME(MIN.) 0.06 Tc(MIN.) S.09
LONGEST FLOWPATH FROM NODE 116.00 TO NODE 118.00 199.00 FEET.
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 5.09
RAINFALL INTENSITY(INCH/HR) = 5.49
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.33
TOTAL STREAM AREA(ACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.62
R
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
6.75
5.31
5.357
O.S7( 0.06)
0.10
1.4
111.00
1
7.14
7.10
4.498
0.57( 0.06)
0.10
1.7
109.00
2
1.25
6.55
4.720
0.57( 0.06)
0.10
0.3
114.00
3
1.62
5.09
5.489
0.57( 0.06)
0.10
0.3
116.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 9.40 5.09 5.489 0.57( 0.06) 0.10 1.9 116.00
2 9.49 5.31 5.357 0.57( 0.06) 0.10 1.9 111.00
3 9.67 6.55 4.720 0.57( 0.06) 0.10 2.2 114.00
4 9.66 7.10 4.496 0.57( 0.06) 0.10 2.3 109.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.67 Tc(MIN.) = 6.55
EFFECTIVE AREA(ACRES) 2.23 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.34
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 118.00 517.00 FEET.
FLOW PROCESS FROM NODE 118.00 TO NODE 123.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.95 DOWNSTREAM(FEET) 48.12
FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.35
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 9.67
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) 6.69
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 123.00 583.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
FLOW PROCESS FROM NODE 118.50 TO NODE 118.70 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 480.00
ELEVATION DATA: UPSTREAM(FEET) = 62.49 DOWNSTREAM(FEET) 54.29
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.107
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 4.154
SUBAREA Tc AND LOSS RATE DATA(AMC II);
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 2.90 0.57 0.10 69 8.11
rol
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 10.69
TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) 10.69
FLOW PROCESS FROM NODE 118.70 TO NODE 120.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 50.20 DOWNSTREAMWEET) 48.92
FLOW LENGTH(FEET) = 217.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) 6.05
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 10.69
PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) 8.70
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 120.00 697.00 FEET.
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 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.) = 8.70
RAINFALL INTENSITY(INCH/HR) = 3.98
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 2.90
TOTAL STREAM AREA(ACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE 10.69
FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 204.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 54.92
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.909
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.022
SU13AREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 1.22 0.57 0.10 69 S.91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 5.45
TOTAL AREA(ACRES) = 1.22 PEAK FLOW RATE(CFS) 5.45
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CQNFLUENCED STREAM VALUES<<<<<
Cm
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.91
RAINFALL INTENSITY(INCH/HR) = 5.02
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.22
TOTAL STREAM AREA(ACRES) = 1.22
PEAK FLOW RATE(CFS) AT CONFLUENCE 5.4S
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
10.69
8.70
2
5.45
5.91
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
3.981 O.S7( 0.06)
5.022 0.57( 0.06)
Ap Ae HEADWATER
(ACRES) NODE
0.10 2.9 118.50
0.10 1.2 119.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 14.64 5.91 5.022 0.57( 0.06) 0.10 3.2 119.00
2 15.00 8.70 3.981 0.57( 0.06) 0.10 4.1 118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 15.00 Tc(MIN.) = 8.70
EFFECTIVE AREA(ACRES) 4.12 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.12
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 120.00 697.00 FEET.
FLOW PROCESS FROM NODE 120.00 TO NODE 123.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.92 DOWNSTREAM(FEET) 48.12
FLOW LENGTH(FEET) = 117.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) 8.49
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 15.00
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) 8.93
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 123.00 814.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 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.) = 8.93
RAINFALL INTENSITY(INCH/HR) = 3.92
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRE,9) 4.12
m
m
TOTAL STREAM AREMACRES) = 4.12
PEAK FLOW RATE(CFS) AT CONFLUENCE 15.00
FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 21
----------------------------------------------------------------------------
;:.>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 155.00 STREAM(FEET) 73.00
ELEVATION DATA: UPSTREAM(FEET) = 76.10 DOWN
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA Tc AND LOSS RATE DATA(AMC IV: Ap SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.33 0.57 0.10 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.63
TOTAL AREMACRES) 0.33 PEAK FLOW RATE(CFS) 1.63
FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 48.12
FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.12
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.63
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) S.06 199.00 FEET.
LONGEST FLOWPATH FROM NODE 121.00 TO NODE 123.00
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.06
RAINFALL INTENSITY(INCH/HR) = 5.51
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.33
TOTAL STREAM AREA(ACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.63
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUM13ER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 14.64 6.14 4.906 0.57( 0.06) 0.10 3.2 119.00
1 15.00 8.93 3.919 0.57( 0.06) 0.10 4.1 118.50
2 1.63 5.06 5.512 O.S7( 0.06) 0.10 0.3 121.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 15.20 5.06 5.512 0.57( 0.06) 0.10 3.0 121.00
2 16.09 6.14 4.906 0.57( 0.06) 0.10 3.5 119.00
3 16.16 8.93 3.919 0.57( 0.06) 0.10 4.4 118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 16.16 Tc(MIN.) = 8.93
EFFECTIVE AREA(ACRES) 4.45 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.45
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 123.00 814.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK 4 1 WITH THE MAIN -STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc
Intensity Fp(Fm)
Ap Ae
HEADWATER
NUM13ER (CFS) (MIN.)
(INCH/HR) (INCH/HR)
(ACRES)
NODE
1 15.20 5.06
5.512 0.57( 0.06)
0.10 3.0
121.00
2 16.09 6.14
4.906 0.57( 0.06)
0.10 3.S
119.00
3 16.16 8.93
3.919 0.57( 0.06)
0.10 4.4
118.50
LONGEST FLOWPATH FROM NODE 118.50 TO NODE
123.00
814.00 FEET.
MEMORY BANK # 1 CONFLUENCE
DATA
STREAM Q Tc
Intensity Fp(Fm)
Ap Ae
HEADWATER
NUMBER (CFS) (MIN.)
(INCH/HR) (INCH/HR)
(ACRES)
NODE
1 9.40 5.23
5.405 0.57( 0.06)
0.10 1.9
116.00
2 9.49 5.44
5.279 0.57( 0.06)
0.10 1.9
111.00
3 9.67 6.69
4.664 0.57( 0.06)
0.10 2.2
114.00
4 9.66 7.23
4.449 0.57( 0.06)
0.10 2.3
109.00
LONGEST FLOWPATH FROM NODE 109.00 TO NODE
123.00
583.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc
Intensity Fp(Fm)
Ap Ae
HEADWATER
NUMBER (CFS) (MIN.)
(INCH/HR) (INCH/HR)
(ACRES)
NODE
1 24.48 5.06
5.512 0.57( 0.06)
0.10 4.8
121.00
2 24.73 5.23
5.405 0.57( 0.06)
0.10 4.9
116.00
3 24.99 5.44
5.279 0.57( 0.06)
0.10 5.1
111.00
4 25.68 6.14
4.906 0.57( 0.06)
0.10 5.6
119.00
5 25.77 6.69
4.664 0.57( 0.06)
0.10 5.9
114.00
6 25.78 7.23
4.449 0.57( 0.06)
0.10 6.2
109.00
7 24.65 8.93
3.919 0.57( 0.06)
0.10 6.8
118.50
TOTAL AREMACRES) =
6.79
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) =
25.78 Tc(MIN.)
= 7.232
EFFECTIVE AREA(ACRES)
6.22 AREA -AVERAGED Fm(INCH/HR)
= 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) =
6.79
LONGEST FLOWPATH FROM NODE 118.50 TO NODE
123.00
814.00 FEET.
FLOW PROCESS FROM NODE
123.00 TO NODE
126.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW
TRAVEL TIME THRU SUBAREA<<<<<
ib"
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.12 DOWNSTREAM(FEET) 47.67
FLOW LENGTH(FEET) = 92.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEETISEC.) 8.20
PIPE FLOW VELOCITY = (TOTAL FLOWMPIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 25.78
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) 7.42
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 126.00 906.00 FEET.
FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.42
RAINFALL INTENSITY(INCH/HR) = 4.38
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 6.22
TOTAL STREAM AREMACRES) = 6.79
PEAK FLOW RATE(CFS) AT CONFLUENCE 25.78
FLOW PROCESS FROM NODE 124.00 TO NODE 125.00 IS CODE 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 175.00
ELEVATION DATA: UPSTREAM(FEET) = 76.50 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3-00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.247
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.394
SUBAREA Tc AND LOSS RATE DATA(AMC II): SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.32 0.57 0.10 69 5.25
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.10
SUBAREA RUNOFF(CFS) 1.54 1.54
TOTAL AREMACRES) = 0.32 PEAK FLOW RATE(CFS) =
FLOW PROCESS FROM NODE 125.00 TO NODE 126.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 47.67
FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.6 INCHES
PIPE -FLOW VELOCITY(FEETISEC.) = 12.48
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.54
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.30
LONGEST FLOWPATH FROM NODZ, 124.00 TO NODE 126.00 217.00 FEET.
11
12
FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.30
RAINFALL INTENSITY(INCH/HR) = 5.36
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.32
TOTAL STREAM AREMACRES) = 0.32
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.54
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 24.48 5.26 5.367 0.57( 0.06) 0.10 4.8
121.00
1 24.73 5.42 5.288 0.57( 0.06) 0.10 4.9
116.00
1 24.99 5.63 5.169 0.57( 0.06) 0.10 5.1
111.00
1 25.68 6.33 4.818 0.57( 0.06) 0.10 5.6
119.00
1 25.77 6.87 4.587 0.57( 0.06) 0.10 5.9
114.00
1 25.78 7.42 4.381 0.57( 0.06) 0.10 6.2
109.00
1 24.65 9.13 3.868 0.57( 0.06) 0.10 6.8
118.50
2 1.54 5.30 5.359 0.57( 0.06) 0.10 0.3
124.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 26.01 5.26 5.387 0.57( 0.06) 0.10 5.1
121.00
2 26.09 5.30 5.359 0.57( 0.06) 0.10 5.1
124.00
3 26.25 5.42 S.288 0.57( 0.06) 0.10 5.2
116.00
4 26.48 5.63 S.169 0.57( 0.06) 0.10 5.4
111.00
S 27.06 6.33 4.818 0.57( 0.06) 0.10 5.9
119.00
6 27.08 6.87 4.587 0.57( 0.06) 0.10 6.2
114.00
7 27.03 7.42 4.381 0.57( 0.06) 0.10 6.5
109.00
8 25.76 9.13 3.868 0.57( 0.06) 0.10 7.1
118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 27.08 Tc(MIN.) = 6.87
EFFECTIVE AREMACRES) 6.25 AREA -AVERAGED Fm(INCH/HR)
= 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 7.11
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 126.00 906.00
FEET.
FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE =
41
-- -------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 47.67 DOWNSTREAM(FEET)
46.92
FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) 8.62
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
12
GIVEN PIPE DIAMETER(INCH)
PIPE-FLOW(CFS) = 27.08
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
24.00 NUMBER OF PIPES
0.19 Tc(MIN.) 7.06
118.SO TO NODE 127.00 1005.00 FEET.
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 10
---- -----------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
FLOW PROCESS FROM NODE 126.10 TO NODE 126.30 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 330-00 STREAM(FEET) 54.44
ELEVATION DATA: UPSTREAM(FEET) = 58.75 DOWN
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.364
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 4.401
SU13AREA Tc AND LOSS RATE DATA(AMC II): Ap scs Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 1.21 0.57 0.10 69 7.36
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 4.73
TOTAL AREMACRES) 1.21 PEAK FLOW RATE(CFS) 4.73
FLOW PROCESS FROM NODE 126.30 TO NODE 126.90 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
> >>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 52.10 DOWNSTREAM(FEET) 48.36
FLOW LENGTH(FEET) = 250-00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.44 NUMBER OF PIPES
GIVEN PIPE DIAMETER(INCH) = 18-00
PIPE-FLOW(CFS) = - 4.73
PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) 7.92 580-00 FEET.
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 126.90
FLOW PROCESS FROM NODE 126.90 TO NODE 126.90 IS CODE ----------
-- --------------------------------------------------------- -
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.92
RAINFALL INTENSITY(INCHJHR) = 4.21
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.21
TOTAL STREAM AREA(ACRES) = 1.21
PEAK FLOW RATE(CFS) AT CONFLUENCE 4.73
13
FLOW PROCESS FROM NODE 126.50 TO NODE 126.70 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 207.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 54.71
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.-) = S.882
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = S.036
SUBAREA Tc AND LOSS RATE DATA(AMC IV:
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.99 0.57 0.10 69 S.88
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 4.44
TOTAL AREA(ACRES) = 0.99 PEAK FLOW RATE(CFS) 4.44
FLOW PROCESS FROM NODE 126.70 TO NODE 126.90 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 51.56 DOWNSTREAM(FEET) 48.37
FLOW LENGTH(FEET) = 37.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.0 INCHES
PIPE -FLOW VELOCITY(FEETISEC.) = 14.18
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 4.44
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) 5.93
LONGEST FLOWPATH FROM NODE 126.50 TO NODE 126.90 244.00 FEET.
FLOW PROCESS FROM NODE 126.90 TO NODE 126.90 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.93
RAINFALL INTENSITY(INCH/HR) = 5.01
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.99
TOTAL STREAM AREA(ACRES) = 0.99
PEAK FLOW RATE(CFS) AT CONFLUENCE 4.44
** CONFLUENCE DATA **
STREAM
Q Tc Intensity
Fp(Fm) Ap Ae
HEADWATER
NUMBER
(CFS) (MIN.) (INCH/HR)
(INCH/HR) (ACRES)
NODE
1
4.73 7.92 4.212
0.57( 0.06) 0.10 1.2
126.10
2
4.44 5.93 5.014
0.57( 0.06) 0.10 1.0
126.50
RAINFALL
INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **.
14
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.66 S.93 5.014 O.S7( 0.06) 0.10 1.9 126.50
2 8.4S 7.92 4.212 0.57( 0.06) 0.10 2.2 126.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.66 Tc(MIN.) = 5.93
EFFECTIVE AREA(ACRES) 1.89 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.20
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 126.90 580.00 FEET.
FLOW PROCESS FROM NODE 126.90 TO NODE 127.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.35 DOWNSTREAM(FEET) 47.94
FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) 4.90
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES I
PIPE-FLOW(CFS) = 8.66
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) 6.21
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 127.00 665.00 FEET.
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.66 6.21 4.872 O.S7( 0.06) 0.10 1.9 126.50
2 8.45 8.22 4.120 0.57( 0.06) 0.10 2.2 126.10
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 127.00 = 665.00 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 26.01 5.46 5.268 0.57( 0.06) 0.10 5.1 121.00
2 26.09 5.50 5.242 0.57( 0.06) 0.10 5.1 124.00
3 26.25 5.62 5.176 0.57( 0.06) 0.10 5.2 116.00
4 26.48 5.83 5.065 0.57( 0.06) 0.10 5.4 111.00
5 27.06 6.52 4.733 0.57( 0.06) 0.10 5.9 119.00
6 27.08 7.06 4.512 0.57( 0.06) 0.10 6.2 114.00
7 27.03 7.61 4.315 0.57( 0.06) 0.10 6.5 109.00
8 25.76 9.33 3.818 0.57( 0.06) 0.10 7.1 118.50
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 127.00 = 1005.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 34.24 5.46 5.268 0.57( 0.06) 0.10 6.7 121.00
2 34.34 5.50 5.242 0.57( 0.06) 0.10 6.8 124.00
3 34.57 5.62 5.176 0.57( 0.06) 0.10 6.9 116.00
4 34.92 5.83 5.065 0.57( 0.06) 0.10 7.2 111.00
5 35.46 6.21 4.872 0.57( 0.06) 0.10 7.6 126.50
6 35.68 6.52 4.733 0.57( 0.06) 0.10 7.9 119.00
15
7 35.65 7.06 4.512 0.57( 0.06) 0.10 8.3 114.00
8 35.54 7.61 4.315 0.57( 0.06) 0.10 8.6 109.00
9 35.03 8.22 4.120 0.57( 0.06) 0.10 8.9 126.10
10 33.58 9.33 3.818 O.S7( 0.06) 0.10 9.3 118.50
TOTAL AREA(ACRES) = 9.31
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 35.68 Tc(MIN.) = 6.523
EFFECTIVE AREA(ACRES) 7.87 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 9.31
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 127.00 = 1005.00 FEET.
FLOW PROCESS FROM NODE 127.00 TO NODE 130.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 46.92 DOWNSTREAM(FEET) 44.63
FLOW LENGTH(FEET) = 364.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.69
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 35.68
PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) 7.22
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 130.00 1369.00 FEET.
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE 1
----------------------------------------------------------------------------
2- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.22
RAINFALL INTENSITY(INCH/HR) = 4.45
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 7.87
TOTAL STREAM AREMACRES) = 9.31
PEAK FLOW RATE(CFS) AT CONFLUENCE 35.68
FLOW PROCESS FROM NODE 128.00 TO NODE 129.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 315.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 54.33
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.403
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 4.387
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL C 0.85 0.57
0.10 69 7.40
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = .3.31
16
TOTAL AREA(ACRES) 0.85 PEAK FLOW RATE(CFS) 3.31
FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 50.50 DOWNSTREAM(FEET) 44.63
FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.S INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.25
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 3.31
PIPE TRAVEL TIMENIN.) = 0.11 Tc(MIN.) 7.51
LONGEST FLOWPATH FROM NODE 128.00 TO NODE 130.00 397.00 FEET.
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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:
Intensity
TIME OF CONCENTRATION(MIN.) = 7.51
Ap
Ae
HEADWATER
NUMBER
(CFS)
RAINFALL INTENSITY(INCH/HR) = 4.35
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
AREA -AVERAGED Fm(INCH/HR) = 0.06
37.30
6.16
4.900
0.57( 0.06)
0.10
AREA -AVERAGED Fp(INCH/HR) = 0.57
121.00
2
37.41
6.20
4.878
AREA -AVERAGED Ap = 0.10
0.10
7.5
124.00
3
37.67
EFFECTIVE STREAM AREMACRES)
0.85
0.57( 0.06)
0.10
7.6
116.00
TOTAL STREAM AREA(ACRES) = 0.85
38.05
6.53
4.731
0.57( 0.06)
0.10
PEAK FLOW RATE(CFS) AT CONFLUENCE
111.00
3.31
38.67
6.91
4.571
** CONFLUENCE DATA **
0.10
8.4
126.50
6
38.95
STREAM Q Tc Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR)
38.98
(ACRES)
NODE
1 34.24 6.16 4.900
0.57(
0.06)
0.10
6.7
121.00
1 34.34 6.20 4.878
0.57(
0.06)
0.10
6.8
124.00
1 34.57 6.32 4.824
0.57(
0.06)
0.10
6.9
116.00
1 34.92 6.53 4.731
0.57(
0.06)
0.10
7.2
111.00
1 35.46 6.91 4.571
0.57(
0.06)
0.10
7.6
126.50
1 35.68 7.22 4.453
0.57(
0.06)
0.10
7.9
119.00
1 3S.6S 7.76 4.264
0.57(
0.06)
0.10
8.3
114.00
1 35.54 8.31 4.093
0.57(
0.06)
0.10
8.6
109.00
1 35.03 8.92 3.923
0.57(
0.06)
0.10
8.9
126.10
1 33.58 10.03 3.655
0.57(
0.06)
0.10
9.3
118.50
2 3.31 7.51 4.348
0.57(
0.06)
0.10
0.9
128.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
37.30
6.16
4.900
0.57( 0.06)
0.10
7.4
121.00
2
37.41
6.20
4.878
0.57( 0.06)
0.10
7.5
124.00
3
37.67
6.32
4.824
0.57( 0.06)
0.10
7.6
116.00
4
38.05
6.53
4.731
0.57( 0.06)
0.10
7.9
111.00
5
38.67
6.91
4.571
0.57( 0.06)
0.10
8.4
126.50
6
38.95
7.22
4.453
0.57( 0.06)
0.10
8.7
119.00
7
38.98
7.51
4.348
0.57( 0.06)
0.10
8.9
128.00
8
38.90
7.76
4.264
0.57( 0.06)
0.10
9.1
114.00
17
on
9 38.66 6.31 4.093 0.57( 0.06) 0.10 9.5 109.00
10 38.01 8.92 3.923 0.57( 0.06) 0.10 9.8 126.10
11 36.36 10.03 3.6S5 0.57( 0.06) 0.10 10.2 118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 38.98 Tc(MIN.) = 7.51
EFFECTIVE AREA(ACRES) 8.94 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 10.16
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 130.00 = 1369.00 FEET.
FLOW PROCESS FROM NODE 130.00 TO NODE 133.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.63 DOWNSTREAM(FEET) 44.26
FLOW LENGTH(FEET) = 74.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.36
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES I
PIPE-FLOW(CFS) = 38.98
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) 7.G6
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 133.00 1443.00 FEET.
FLOW PROCESS FROM NODE 133.00 TO NODE 133.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.66
RAINFALL INTENSITY(INCH/HR) = 4.30
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 8.94
TOTAL STREAM AREA(ACRES) = 10.16
PEAK FLOW RATE(CFS) AT CONFLUENCE 38.98
FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 136.00
ELEVATION DATA: UPSTREAM(FEET) = 75.72 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SU13AREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
COMMERCIAL C 0.20 0.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.
SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.99
TOTAL AREA(ACRES) 0.20 PEAK FLOW RATE(CFS)
W.,
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.10 69 5.00
57
0.99
FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 44.26
FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.99
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.99
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) 5.04
LONGEST FLOWPATH FROM NODE 131.00 TO NODE 133.00 169.00 FEET.
FLOW PROCESS FROM NODE 133.00 TO NODE 133.00 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUM13ER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.04
RAINFALL INTENSITY(INCH/HR) = 5.53
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.20
TOTAL STREAM AREA(ACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.99
** CONFLUENCE DATA **
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
37.30
6.31
4.830
0.57(
0.06)
0.10
7.4
121.00
1
37.41
6.35
4.809
0.57(
0.06)
0.10
7.5
124.00
1
37.67
6.47
4.757
0.57(
0.06)
0.10
7.6
116.00
1
38.05
6.67
4.668
0.57(
0.06)
0.10
7.9
111.00
1
38.67
7.06
4.513
0.57(
0.06)
0.10
8.4
126.50
1
38.95
7.37
4.399
0.57(
0.06)
0.10
8.7
119.00
1
38.98
7.66
4.297
0.57(
0.06)
0.10
8.9
128.00
1
38.90
7.91
4.216
0.57(
0.06)
0.10
9.1
114.00
1
38.66
_8.46
4.OSO
0.57(
0.06)
0.10
9.5
109.00
1
38.01
9.07
3.884
0.57(
0.06)
0.10
9.8
126.10
1
36.36
10.18
3.623
0.57(
0.06)
0.10
10.2
118.50
2
0.99
5.04
5.526
0.57(
0.06)
0.10
0.2
131.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
3S.14
5.04
5.S26
0.57( 0.06)
0.10
6.1
131.00
2
38.16
6.31
4.830
0.57( 0.06)
0.10
7.6
121.00
3
38.27
6.3S
4.809
0.57( 0.06)
0.10
7.7
124.00
4
38.52
6.47
4.757
0.57( 0.06)
0.10
7.8
116.00
5
38.89
6.67
4.668
0.57( 0.06)
0.10
8.1
111.00
6
39.47
7.06
4.513
0.57( 0.06)
0.10
8.6
126.50
7
39.73
7.37
4.399
0.57( 0.06)
0.10
8.9
119.00
8
39.75
7.66
4.297
0.57( 0.06)
0.10
9.1
128.00
9
39.65
7.91
4.216
0.57( 0.06)
0.10
9.3
114.00
19
l4lo
10 39.38 8.46 4.050 0.57( 0.06) 0.10 9.7 109.00
11 38.71 9.07 3.884 0.57( 0.06) 0.10 10.0 126.10
12 37.00 10-18 3.623 0.57( 0.06) 0.10 10.4 118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 39.75 Tc(MIN-) = 7.66
EFFECTIVE AREMACRES) 9.14 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 10.36
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 133.00 = 1443.00 FEET.
FLOW PROCESS FROM NODE 133.00 TO NODE 136.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.26 DOWNSTREAM(FEET) 44.00
FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.2 INC14ES
PIPE -FLOW VELOCITY�FEETJSEC.) = 8.27
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 39.75
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) 7.77
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 136.00 1497.00 FEET.
FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.77
RAINFALL INTENSITY(INCH/HR) = 4.26
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = O.S7
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 9.14
TOTAL STREAM AREMACRES) = 10.36
PEAK FLOW RATE(CFS) AT CONFLUENCE 39.75
FLOW PROCESS FROM NODE 134.00 TO NODE 135.00 IS CODE = 21
-----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 138.00
ELEVATION DATA: UPSTREAM(FEET) = 75.76 DOWNSTREAM(FEET) 73-00
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN-) = 5.000
* So YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA Tc AND LOSS RATE DATA(AMC IV:
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
COMMERCIAL C 0.19 0.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA RUNOFF(CFS) 0.94
TOTAL AREMACRES) = 0.19 PEAK FLOW RATE(CFS)
Off
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.10 69 5.00
0.57
0.94
FLOW PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 41
-------------------------------------------------
---------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 44.00
FLOW LENGTH(FEET) = 3S.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.7 INCHES
PIPE -FLOW VELOCITY(FEETISEC.) = 13.61
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.94
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) 5.04
LONGEST FLOWPATH FROM NODE 134.00 TO NODE 136.00 173.00 FEET.
FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUM13ER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.04
RAINFALL INTENSITY(INCH/HR) = 5.52
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.19
TOTAL STREAM AREMACRES) = 0.19
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.94
CONFLUENCE DATA
STREAM
Q
Tc
intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
35.14
5.15
5.453
0.57( 0.06)
0.10
6.1
131.00
1
38.16
6.42
4.780
O.S7( 0.06)
0.10
7.6
121.-00
1
38.27
6.46
4.760
0.57( 0.06)
0.10
7.7
124.00
1
38.52
6.56
4.709
0.57( 0.06)
0.10
7.8
116.00
1
38.89
6.78
4.623
0.57( 0.06)
0.10
8.1
111.00
1
39.47
7.17
4.472
0.57( 0.06)
0.10
8.6
126.50
1
39.73
7.48
4.360
0.57( 0.06)
0.10
8.9
119.00
1
39.75
7.77
4.261
0.57( 0.06)
0.10
9.1
128.00
1
39.65
8.02
4.182
0.57( 0.06)
0.10
9.3
114.00
1
39.38
8.57
4.019
0.57( 0.06)
0.10
9.7
109.00
1
38.71
9.18
3.856
0.57( 0.06)
0.10
10.0
126.10
1
37.00
10.29
3.600
0.57( 0.06)
0.10
10.4
118.50
2
0.94
5.04
5.523
0.57( 0.06)
0.10
0.2
134.00
RAINFALL
INTENSITY AND
TIME OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA USED FOR 2 STREAMS.
** PEAK
FLOW RATE TABLE **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
35.79
5.04
5.523
0.57( 0.06)
0.10
6.2
134.00
2
36.07
5.15
5.453
0.57( 0.06)
0.10
6.3
131.00
3
38.97
6.42
4.780
0.57( 0.06)
0.10
7.8
121.00
4
39.08
6.46
4.760
0.57( 0.06)
0.10
7.9
124.00
5
39.32
6.58
4.709
0.57( 0.06)
0.10
8.0
116.00
6
39.67
6.78
4.623
0.57( 0.06)
0.10
8.3
111.00
7
40.23
7.17
4.472
0.57( 0.06)
0.10
8.8
126.50
8
40.47
7.48
1.360
0.57( 0.06)
0.10
9.1
119.00
21
9
40.47
7.77
4.261
0.57(
0.06)
0.10
9.3
128.00
10
40.36
8.02
4.182
0.57(
0.06)
0.10
9.5
114.00
11
40.06
8.S7
4.019
0.57(
0.06)
0.10
9.9
109.00
12
39.36
9.18
3.856
0.57(
0.06)
0.10
10.2
126.10
13
37.61
10.29
3.600
0.57(
0.06)
0.10
10.6
118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 40.47 Tc(MIN.) = 7.48
EFFECTIVE AREA(ACRES) 9.08 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 10.55
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 136.00 = 1497.00 FEET.
FLOW PROCESS FROM NODE 136.00 TO NODE 301.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.00 DOWNSTREAM(FEET) 43.65
FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.62
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 40.47
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) 7.61
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 301.00 1563.00 FEET.
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<<
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 127.00
ELEVATION DATA: UPSTREAM(FEET) = 57.23 DOWNSTREAM(FEET) 56.10
Tc = K*[(LENGTH**_3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.427
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.285
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.30 0.57 0.10 69 5.43
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.41
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) 1.41
FLOW PROCESS FROM NODE 202.00 TO NODE 205.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 52.27 DOWNSTREAM(FEET) 51.76
FLOW LENGTH(FEET) = 47.PO MANNING'S N = 0.011
22
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 4.89
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.41
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) 5.59
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 205.00 174.00 FEET.
FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.59
RAINFALL INTENSITY(INCH/HR) = S.19
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.30
TOTAL STREAM AREMACRES) = 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.41
FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SU13AREA FLOW-LENGTH(FEET) 128.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 57.03
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.645
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.162
SUBAREA Tc AND LOSS RATE DATA(AMC IV:
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.25 0.57 0.10 69 5.64
SU13AREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.15
TOTAL AREMACRES) = 0.25 PEAK FLOW RATE(CFS) 1.15
FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 54.53 DOWNSTREAM(FEET) 51.76
FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 9.50
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.15
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.70
LONGEST FLOWPATH FROM NODE 203.00 TO NODE 205.00 162.00 FEET.
FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT,STREAM FOR CONFLUENCE<<<<<
23
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.70
RAINFALL INTENSITY(INCH/HR) = 5.13
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.25
TOTAL STREAM AREA(ACRES) = 0.25
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.15
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1.41 5.59 5.194 0.57( 0.06) 0.10 0.3 201.00
2 1.15 5.70 5.129 0.57( 0.06) 0.10 0.2 203.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUM13ER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 2.5S S.59 5.194 O.S7( 0.06) 0.10 0.5 201.00
2 2.54 5.70 5.129 0.57( 0.06) 0.10 0.6 203.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 2.55 Tc(MIN.) 5.59
EFFECTIVE AREA(ACRES) 0.54 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.5S
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 205.00 174.00 FEET.
FLOW PROCESS FROM NODE 205.00 TO NODE 208.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 51.76 DOWNSTREAM(FEET) 50.54
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.011
DEPTH OF FLOW IN .12.0 INCH PIPE IS 6.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.73
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 2.55
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) 5.91
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 208.00 284.00 FEET.
FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.91
RAINFALL INTENSITY(INCH/HR) = 5.02
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRE$) 0.54
24
m
TOTAL STREAM AREMACRES) = 0.55
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.55
FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 136.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 57.03
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SU13AREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.854
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.050
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.27 0.57 0.10 69 5.85
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.21
TOTAL AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) 1.21
FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 54.53 DOWNSTREAM(FEET) 50.54
FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.94
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.21
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 5.91
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 208.00 170.00 FEET.
FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.91
RAINFALL INTENSITY(INCH/HR) = 5.02
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.27
TOTAL STREAM AREA(ACRES) = 0.27
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.21
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUM13ER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
2.55
5.91
5.023
0.57( 0.06)
0.10
0.5
201.00
1
2.54
6.02
4.964
0.57( 0.06)
0.10
0.6
203.00
2
1.21
5.91
5.024
0.57( 0.06)
0.10
0.3
206.00
25
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.76 5.91 5.024 0.57( 0.06) 0.10 0.8 206.00
2 3.76 5.91 5.023 0.57( 0.06) 0.10 0.8 201.00
3 3.74 6.02 4.964 0.57( 0.06) 0.10 0.8 203.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.76 Tc(MIN.) = 5.91
EFFECTIVE AREMACRES) 0.81 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 0.82
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 208.00 284.00 FEET.
FLOW PROCESS FROM NODE 208.00 TO NODE 211.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 50.S4 DOWNSTREAM(FEET) 49.34
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.23
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 3.76
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) 6.20
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 211.00 394.00 FEET.
FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.20
RAINFALL INTENSITY(INCH/HR) = 4.88
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.81
TOTAL STREAM AREMACRES) = 0.82
PEAK FLOW RATE(CFS) AT CONFLUENCE 3.76
FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 191.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 57.03
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGF-)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.177
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 4.469
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE G�tOUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
26
COMMERCIAL C 0.27 0.57 0.10 69 7.18
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.07
TOTAL AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) 1.07
FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) S4.S3 DOWNSTREAM(FEET) 49.34
FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.56
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.07
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 7.23
LONGEST FLOWPATH FROM NODE 209.00 TO NODE 211.00 225.00 FEET.
FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 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.) = 7.23
RAINFALL INTENSITY(INCH/HR) = 4.45
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.27
TOTAL STREAM AREA(ACRES) = 0.27
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.07
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUM13ER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.76 6.20 4.880 0.57( 0.06) 0.10 0.8 206.00
1 3.76 6.20 4.879 0.57( 0.06) 0.10 0.8 201.00
1 3.74 6.32 4.824 0.57( 0.06) 0.10 0.8 203.00
2 1.07 7.23 4.451 0.57( 0.06) 0.10 0.3 209.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity
Fp(Fm) Ap
Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 4.77 6.20 4.880
0.57( 0.06) 0.10
1.0
206.00
2 4.77 6.20 4.879
0.57( 0.06) 0.10
1.0
201.00
3 4.76 6.32 4.824
0.57( 0.06) 0.10
1.1
203.00
4 4.52 7.23 4.451
0.57( 0.06) 0.10
1.1
209.00
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.77
Tc(MIN.) =
G.20
EFFECTIVE AREA(ACRES) 1.05
AREA -AVERAGED
Fm(INCH/HR)
= 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED
Ap = 0.10
TOTAL AREA(ACRES) = 1.09
LONGEST FLOWPATH FROM NODE. 201.00
TO NODE 211.00
394.00 FEET.
27
FLOW PROCESS FROM NODE 211.00 TO NODE 214.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 49.34 DOWNSTREAM(FEET) 48.67
FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.71
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 4.77
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) 6.29 435.00 FEET.
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 214.00
FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.29
RAINFALL INTENSITY(INCHIMR) = 4.84
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.05
TOTAL STREAM AREMACRES) = 1.09
PEAK FLOW RATE(CFS) AT CONFLUENCE 4.77
FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 187.00 56.00
ELEVATION DATA: UPSTREAM(FEET) = 60.62 DOWNSTREAM(FEET)
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.165
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.445
SUBAREA Tc AND LOSS RATE DATA(AMC II)- Ap scs Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp MAL) CN (MIN.)
LAND USE GROUP (ACRES) (INCH/HR) (DECI
COMMERCIAL C 0.40 0.57 0.10 69 5.16
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.94
TOTAL AREMACRES) = 0.40 PEAK FLOW RATE(CFS) 1.94
FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 41 -----
----------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<
ELEVATION DATA- UPSTREAM(FEET) 52.17 DOWNSTREAM(FEET) 48.67
FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.9 INCHES
PIPE -FLOW VELOCITY(FEET/SF,,C.) = 13.39
28
GIVEN PIPE DIAMETER(INCH)
PIPE-FLOW(CFS) = 1.94
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
12.00 NUMBER OF PIPES = 1
0.03 Tc(MIN.) 5.20
212.00 TO NODE 214.00 212.00 FEET.
FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.20
RAINFALL INTENSITY(INCH/HR) = 5.43
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.40
TOTAL STREAM AREMACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.94
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.77 6.29 4.838 0.57( 0.06) 0.10 1.0 206.00
1 4.77 6.29 4.838 0.57( 0.06) 0.10 1.0 201.00
1 4.76 6.41 4.784 0.57( 0.06) 0.10 1.1 203.00
1 4.52 7.32 4.418 0.57( 0.06) 0.10 1.1 209-00
2 1.94 5.20 5.425 0.57( 0.06) 0.10 0.4 212.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.37 5.20 5.425 0.57( 0.06) 0.10 1.3 212.00
2 6.SO 6.29 4.838 0.57( 0.06) 0.10 1.4 206.00
3 6.SO 6.29 4.838 O.S7( 0.06) 0.10 1.4 201-00
4 6.47 6.41 4.784 0.57( 0.06) 0.10 1.5 203-00
5 6.10 7.32 4.418 0.57( 0.06) 0.10 1.5 209-00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.50 Tc(MIN.) = 6.29
EFFECTIVE AREA(ACRES) 1.45 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.49 214.00 435.00 FEET.
LONGEST FLOWPATH FROM NODE 201.00 TO NODE
FLOW PROCESS FROM NODE 214.00 TO NODE 217.00 IS CODE = 41
---------------------------------------------------------------------- -----
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.67 DOWNSTREAM(FEET) 46.93
FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 7.82
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 6.50
PIPE TRAVEL TIME(MIN.) = _0.27 Tc(MIN.) 6.56
29
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 217.00 = 563.00 FEET.
FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.56
RAINFALL INTENSITY(INCHJHR) = 4.72
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.45
TOTAL STREAM AREMACRES) = 1.49
PEAK FLOW RATE(CFS) AT CONFLUENCE 6.50
FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 199.00 STREAM(FEET) 73.00
ELEVATION DATA: UPSTREAM(FEET) = 74.00 DOWN
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.281
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 4.431
SUBAREA Tc AND LOSS RATE DATA(AMC II): SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap CN (MIN.)
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
COMMERCIAL C 0.35 0.57 0.10 69 7.28
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.38 1.38
TOTAL AREMACRES) = 0.35 PEAK FLOW RATE(CFS) =
FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 41 -----
----------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 46.93
FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 15.33
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.38
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) 7.31
LONGEST FLOWPATH FROM NODE 215.00 TO NODE 217.00 223.00 FEET.
FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE
- --------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.1 = 7.31
ku
RAINFALL INTENSITY(INCH/HR) 4.42
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = O.S7
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES)
0.3s
TOTAL STREAM AREMACRES) = 0.35
PEAK FLOW RATE(CFS) AT CONFLUENCE
1.38
** CONFLUENCE DATA **
STREAM Q Tc Intensity
Fp(Fm)
Ap Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 6.37 S.47 S.260
O.S7(
0.06)
0.10 1.3
212.00
1 6.50 6.S6 4.716
0.57(
0.06)
0.10 1.4
206.00
1 6.50 6.56 4.716
0.57(
0.06)
0.10 1.4
201.00
1 6.47 6.68 4.666
0.57(
0.06)
0.10 l.S
203.00
1 6.10 7.S9 4.321
0.57(
0.06)
0.10 1.5
209.00
2 1.38 7.31 4.421
0.57(
0.06)
0.10 0.3
21S.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.60 5.47 5.260 0.57( 0.06) 0.10 1.5 212.00
2 7.82 6.56 4.716 0.57( 0.06) 0.10 1.8 206.00
3 7.82 6.56 4.716 0.57( 0.06) 0.10 1.8 201.00
4 7.80 6.68 4.666 0.57( 0.06) 0.10 1.8 203.00
5 7.59 7.31 4.421 0.57( 0.06) 0.10 1.8 215.00
6 7.44 7.59 4.321 0.57( 0.06) 0.10 1.8 209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.82 Tc(MIN.) = 6.56
EFFECTIVE AREA(ACRES) 1.76 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.84
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 217.00 563.00 FEET.
FLOW PROCESS FROM NODE 217.00 TO NODE 220.00 IS CODE = 41
-----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 46.93 DOWNSTREAM(FEET) 46.77
FLOW LENGTH(FEET) = 11.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.40
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 7.82
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) 6.58
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 220.00 574.00 FEET.
FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.58
RAINFALL INTENSITY(INCH/HR) = 4.71
AREA -AVERAGED Fm(INCH/HR) F 0.06
31
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.76
TOTAL STREAM AREMACRES) = 1.84
PEAK FLOW RATE(CFS) AT CONFLUENCE 7.82
FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 140.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 53.98
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.13 O.S7 0.10 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.64
TOTAL AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) 0.64
FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 41
>>>>> . COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 46.77
FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.83
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.64
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) 5.04
LONGEST FLOWPATH FROM NODE 218.00 TO NODE 220.00 167.00 FEET.
FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.04
RAINFALL INTENSITY(INCH/HR) = 5.53
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.13
TOTAL STREAM AREA(ACRES) = 0.13
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.64
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.60 5.49 -5.248 0.57( 0.06) 0.10 1.5 212.00
32
1 7.82
6.58
4.707
0.57(
0.06)
0.10
1.8
206.00
1 7.82
6.58
4.706
0.57(
0.06)
0.10
1.8
201.00
1 7.80
6.70
4.6S6
0.57(
0.06)
0.10
1.8
203.00
1 7.59
7.33
4.413
0.57(
0.06)
0.10
1.8
215.00
1 7.44
7.62
4.313
0.57(
0.06)
0.10
1.8
209.00
2 0.64
5.04
5.S26
O.S7(
0.06)
0.10
0.1
218.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
7.99
5.04
5.526
0.57( 0.06)
0.10
1.5
218.00
2
8.21
5.49
5.248
0.57( 0.06)
0.10
1.7
212.00
3
8.37
6.58
4.707
0.57( 0.06)
0.10
1.9
206.00
4
8.37
6.S8
4.706
0.57( 0.06)
0.10
1.9
201.00
5
8.34
6.70
4.6S6
0.57( 0.06)
0.10
1.9
203.00
6
8.10
7.33
4.413
0.57( 0.06)
0.10
2.0
215.00
7
7.94
7.62
4.313
0.57( 0.06)
0.10
2.0
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.37 Tc(MIN.) = 6.58
EFFECTIVE AREMACRES) 1.89 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0-10
TOTAL AREMACRES) = 1.97
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 220.00 574.00 FEET.
FLOW PROCESS FROM NODE 220.00 TO NODE 223.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 46.77 DOWNSTREAM(FEET) 45.47
FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.38
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 8.37
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) 6.77
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 223.00 668.00 FEET.
FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.77
RAINFALL INTENSITY(INCH/HR) = 4.63
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.89
TOTAL STREAM AREA(ACRES) = 1.97
PEAK FLOW RATE(CFS) AT CONFLUENCE 8.37
FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIJkL SUBAREA ANALYSIS<<<<<
33
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA -
INITIAL SUBAREA FLOW-LENGTH(FEET) 146.00
ELEVATION DATA: UPSTREAM(FEET) = 73.73 DOWNSTREAMWEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.439
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 4.770
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN-)
COMMERCIAL C 0.21 0.57 0.10 69 6.44
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.89
TOTAL AREMACRES) = 0.21 PEAK FLOW RATE(CFS) 0.89
FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 53.82 DOWNSTREAM(FEET)
45.47
FLOW LENGTH(FEET) = 77.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.74
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.89
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) 6.57
LONGEST FLOWPATH FROM NODE 221.00 TO NODE 223.00
223.00 FEET.
FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.57
RAINFALL INTENSITY(INCH/HR) = 4.71
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = O.S7
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.21
TOTAL STREAM AREA(ACRES) = 0.21
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.89
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 7.99 5.23 S.406 0.57( 0.06) 0.10 1.5
218.00
1 8.21 5.68 5.143 0.57( 0.06) 0.10 1.7
212.00
1 8.37 6.77 4.629 0.57( 0.06) 0.10 1.9
206.00
1 8.37 6.77 4.628 0.57( 0.06) 0.10 1.9
201.00
1 8.34 6.89 4.580 0.57( 0.06) 0.10 1.9
203.00
1 8.10 7.52 4.347 0.57( 0.06) 0.10 2.0
215.00
1 7.94 7.80 4.250 0.57( 0.06) 0.10 2.0
209.00
2 0.89 6.57 4.712 0.57( 0.06) 0.10 0.2
221.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED Fol� 2 STREAMS.
34
** PEAK
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
8.80
5.23
5.406
0.57(
0.06)
0.10
1.7
218.00
2
9.05
5.68
5.143
0.57(
0.06)
0.10
1.8
212.00
3
9.23
6.57
4.712
0.57(
0.06)
0.10
2.1
221.00
4
9.24
6.77
4.629
0.57(
0.06)
0.10
2.1
206.00
5
9.24
6.77
4.628
0.57(
0.06)
0.10
2.1
201.00
6
9.20
6.89
4.580
0.57(
0.06)
0.10
2.1
203.00
7
8.92
7.52
4.347
0.57(
0.06)
0.10
2.2
215.00
8
8.75
7.80
4.250
0.57(
0.06)
0.10
2.2
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.24 Tc(MIN.) = 6.77
EFFECTIVE AREA(ACRES) 2.10 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.18
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 223.00 668.00 FEET.
FLOW PROCESS FROM NODE 223.00 TO NODE 226.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>U`SING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 45.47 DOWNSTREAM(FEET) 45.24
FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.31
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 9.24
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) 6.78
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 226.00 676.00 FEET.
FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.78
RAINFALL INTENSITY(INCH/HR) = 4.62
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 2.10
TOTAL STREAM AREA(ACRES) = 2.18
PEAK FLOW RATE(CFS) AT CONFLUENCE 9.24
FLOW PROCESS FROM NODE 224.00 TO NODE 225.00 IS CODE 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 148.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 55.38
Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.035
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.528
35
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap Scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.51 0.57 0.10 69 5.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 2.51
TOTAL AREMACRES) = 0.51 PEAK FLOW RATE(CFS) 2.51
FLOW PROCESS FROM NODE 225.00 TO NODE 226.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 51.55 DOWNSTREAM(FEET) 45.24
FLOW LENGTHWEET) = 25.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 17.77
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES I
PIPE-FLOW(CFS) = 2.51
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) 5.06
LONGEST FLOWPATH FROM NODE 224.00 TO NODE 226.00 173.00 FEET.
FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 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.) = S.06
RAINFALL INTENSITY(INCH/HR) = 5.51
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.51
TOTAL STREAM AREMACRES) = 0.51
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.51
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUM13ER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
8.80
5.24
5.398
0.57(
0.06)
0.10
1.7
218.00
1
9.05
5.69
5.136
0.57(
0.06)
0.10
1.8
212.00
1
9.23
6.58
4.707
0.57(
0.06)
0.10
2.1
221.00
1
9.24
6.78
4.624
0.57(
0.06)
0.10
2.1
206.00
1
9.24
6.78
4.623
0.57(
0.06)
0.10
2.1
201.00
1
9.20
6.90
4.575
0.57(
0.06)
0.10
2.1
203.00
1
8.92
7.53
4.343
0.57(
0.06)
0.10
2.2
215.00
1
8.75
7.82
4.246
0.57(
0.06)
0.10
2.2
209.00
2
2.51
5.06
5.513
0.57(
0.06)
0.10
0.5
224.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUM13ER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 11.19 5.06 5.513 0.57( 0.06) 0.10 2.1 224.00
2 11.26 S.24 5.398 0.57( 0.06) 0.10 2.2 218.00
3 11.39 S.69 5.136 0.57( 0.06) 0.10 2.3 212.00
91!
4 11.37 6.58 4.707 0.57( 0.06) 0.10 2.6
221.00
5 11.35 6.78 4.624 0.57( 0.06) 0.10 2.6
206.00
6 11.35 6.78 4.623 0.57( 0.06) 0.10 2.6
201.00
7 11.28 6.90 4.575 0.57( 0.06) 0.10 2.6
203.00
8 10.90 7.S3 4.343 0.57( 0.06) 0.10 2.7
215.00
9 10.67 7.82 4.246 0.57( 0.06) 0.10 2.7
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.39 Tc(MIN.) = 5.69
EFFECTIVE AREA(ACRES) 2.35 AREA -AVERAGED Fm(INCH/HR)
0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.69
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 226.00 676.00
FEET.
FLOW PROCESS FROM NODE 226.00 TO NODE 229.00 IS CODE =
----------------------------------------------------------------------------
41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 45.24 DOWNSTREAM(FEET)
44.97
FLOW LENGTHWEET) = 24.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.20
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 11.39
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 5.74
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 229.00 700.00
FEET.
FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 IS CODE
1
----------------------------------------- -----------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATIONMIN.) = 5.74
RAINFALL INTENSITY(INCH/HR) = 5.11
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 2.35
TOTAL STREAM AREA(ACRES) = 2.69
PEAK FLOW RATE(CFS) AT CONFLUENCE 11.39
FLOW PROCESS FROM NODE 227.00 TO NODE 228.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 141.00
ELEVATION DATA: UPSTREAM(FEET) = 75.82 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.20 0.57 0.10 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AFEA FRACTION, Ap = 0.10
37
m
SUBAREA RUNOFF(CFS) 0.99
TOTAL AREA(ACRES) 0.20 PEAK FLOW RATE(CFS) 0.99
FLOW PROCESS FROM NODE 228.00 TO NODE 229.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.38 DOWNSTREAM(FEET) 44.97
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.90
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.99
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) 5.13
LONGEST FLOWPATH FROM NODE 227.00 TO NODE 229.00 221.00 FEET.
FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 IS CODE I
----------------------------------------------------------------------------
>>>>>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.) = 5.13
RAINFALL INTENSITY(INCH/HR) = 5.46
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.20
TOTAL STREAM AREA(ACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.99
** CONFLUENCE DATA **
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUM13ER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
11.19
5.11
5.481
0.57(
0.06)
0.10
2.1
224.00
1
11.26
5.29
5.368
0.57(
0.06)
0.10
2.2
218.00
1
11.39
5.74
5.110
0.57(
0.06)
0.10
2.3
212.00
1
11.37
6.63
4.686
0.57(
0.06)
0.10
2.6
221.00
1
11.35
6.83
4.604
0.57(
0.06)
0.10
2.6
206.00
1
11.35
6.83
4.603
0.57(
0.06)
0.10
2.6
201.00
1
11.28
6.95
4.556
O.S7(
0.06)
0.10
2.6
203.00
1
10.90
7.58
4.326
0.57(
0.06)
0.10
2.7
21S.00
1
10.67
7.87
4.230
0.57(
0.06)
0.10
2.7
209.00
2
0.99
S.13
5.464
O.S7(
0.06)
0.10
0.2
227.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
12.18
5.11
5.481
0.57(
0.06)
0.10
2.3
224.00
2
12.19
5.13
5.464
0.57(
0.06)
0.10
2.4
227.00
3
12.23
5.29
5.368
0.57(
0.06)
0.10
2.4
218.00
4
12.31
5.74
5.110
0.57(
0.06)
0.10
2.5
212.00
5
12.22
6.63
4.686
0.57(
0.06)
0.10
2.8
221.00
6
12.18
6.83
4.604
0.57(
0.06)
0.10
2.8
206.00
7
12.18
6.83
4.603
0.57(
0.06)
0.10
2.8
201.00
8
12.11
6.95
4.556
0.57(
0.06)
0.10
2.8
203.00
kr-1
9 11.68 7.58 4.326 0.57( 0.06) 0.10 2.9 215.00
10 11.44 7.87 4.230 0.57( 0.06) 0.10 2.9 209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.31 Tc(MIN.) = 5.74
EFFECTIVE AREMACRES) 2.55 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.89
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 229.00 700.00 FEET.
FLOW PROCESS FROM NODE 229.00 TO NODE 301.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.97 DOWNSTREAM(FEET) 43.65
FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.03
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 12.31
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) 5.81
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 301.00 747.00 FEET.
FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY<<<<<
MAIN
STREAM CONFLUENCE DATA
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
12.18
5.17
5.439
0.57(
0.06)
0.10
2.3
224.00
2
12.19
5.20
5.423
0.57(
0.06)
0.10
2.4
227.00
3
12.23
5.35
5.329
0.57(
0.06)
0.10
2.4
218.00
4
12.31
5.81
5.076
0.57(
0.06)
0.10
2.5
212.00
5
12.22
6.70
4.659
0.57(
0.06)
0.10
2.8
221.00
6
12.18
6.90
4.578
0.57(
0.06)
0.10
2.8
206.00
7
12.18
6.90
4.577
0.57(
0.06)
0.10
2.8
201.00
8
12.11
7.02
4.531
0.57(
0.06)
0.10
2.8
203.00
9
11.68
7.64
4.303
0.57(
0.06)
0.10
2.9
215.00
10
11.44
-7.93
4.209
0.57(
0.06)
0.10
2.9
209.00
LONGEST
FLOWPATH
FROM NODE 201.00
TO
NODE
301.00
747.00 FEET.
** MEMORY BANK #
3 CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
35.79
S.17
5.439
0.57(
0.06)
0.10
6.2
134.00
2
36.07
5.28
5.372
0.57(
0.06)
0.10
6.3
131.00
3
38.97
6.54
4.723
0.57(
0.06)
0.10
7.8
121.00
4
39.08
6.59
4.704
0.57(
0.06)
0.10
7.9
124.00
5
39.32
6.71
4.65S
0.57(
0.06)
0.10
8.0
116.00
6
39.67
6.91
4.571
0.57(
0.06)
0.10
8.3
111.00
7
40.23
7.30
4.425
0.57(
0.06)
0.10
8.8
126.50
8
40.47
7.61
4.316
0.57(
0.06)
0.10
9.1
119.00
9
40.47
7.90
4.220
0.57(
0.06)
0.10
9.3
128.00
10
40.36
8.15
4.142
0.57(
0.06)
0.10
9.5
114.00
11
40.06
8.69
3.984
0.57(
0.06)
0.10
9.9
109.00
12
39.36
9.30
3.825
0.57(
0.06)
0.10
10.2
126.10
13
37.61
10.42
3.573
0.57(
0.06)
0.10
10.6
118.50
LONGEST
FLOWPATH
FROM
NODE- 118.50 TO NODE
301.00
=
1563.00 FEET.
39
** PEAK
FLOW RATE
TABLE
**
TOTAL AREA(ACRES)
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae HEADWATER
NUMBER
(CFS) (MIN.)
(INCH/HR)
INCH/HR)
(ACRES)
NODE
1
47.96
5.17
5.439
0.57(
0.06)
0.10
8.5
224.00
2
47.97
5.17
5.439
0.57(
0.06)
0.10
8.5
134.00
3
48.04
5.20
5.423
0.57(
0.06)
0.10
8.6
227.00
4
48.28
5.28
5.372
0.57(
0.06)
0.10
8.7
131.00
5
48.46
5.35
5.329
0.57(
0.06)
0.10
8.8
218.00
6
49.58
5.81
5.076
0.57(
0.06)
0.10
9.5
212.00
7
51.21
6.54
4.723
0.57(
0.06)
0.10
10.5
121.00
8
51.31
6.59
4.704
0.57(
0.06)
0.10
10.6
124.00
9
51.52
6.70
4.659
0.57(
0.06)
0.10
10.8
221.00
10
51.53
6.71
4.655
0.57(
0.06)
0.10
10.8
116.00
11
51.82
6.90
4.576
0.57(
0.06)
0.10
11.1
206.00
12
51.82
6.90
4.577
0.57(
0.06)
0.10
11.1
201.00
13
51.84
6.91
4.571
0.57(
0.06)
0.10
11.1
111.00
14
51.93
7.02
4.S31
0.57(
0.06)
0.10
11.2
203.00
15
52.14
7.30
4.425
0.57(
0.06)
0.10
11.6
126.50
16
52.18
7.61
4.316
0.57(
0.06)
0.10
12.0
119.00
17
52.15
7.64
4.303
0.57(
0.06)
0.10
12.0
215.00
18
S1.94
7.90
4.220
0.57(
0.06)
0.10
12.2
128.00
19
51.89
7.93
4.209
0.57(
0.06)
0.10
12.2
209.00
20
51.62
8.1s
4.142
0.57(
0.06)
0.10
12.4
114.00
21
50.88
8.69
3.984
0.57(
0.06)
0.10
12.8
109.00
22
49.74
9.30
3.825
0.57(
0.06)
0.10
13.1
126.10
23
47.30
10.42
3.573
0.57(
0.06)
0.10
13.4
118.50
TOTAL
AREA(ACRES)
=
13.44
COMPUTED CONFLUENCE
ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS)
52.18 Tc(MIN.)
7.606
EFFECTIVE AREA(ACRES)
11.96 AREA -AVERAGED
Fm(INCH/HR)
= 0.06
AREA -AVERAGED Fp(INCH/HR)
= 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES)
=
13.44
LONGEST
FLOWPATH
FROM NODE 118.50 TO NODE
301.00
= 1563.00 FEET.
m
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
13.44
TC(MIN.)
7.61
EFFECTIVE AREMACRES)
11.96
AREA -AVERAGED FM(INCH/HR)=
0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
PEAK FLOW RATE(CFS)
52.18
** PEAK
FLOW RATE
TABLE
**
STREAM
Q
_Tc
Intensity
Fp(Fm)
Ap
Ae HEADWATER
NUMBER
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES) NODE
1
47.96
5.17
5.439
O.S7(
0.06)
0.10
8.S
224.00
2
47.97
5.17
5.439
O.S7(
0.06)
0.10
8.5
134.00
3
48.04
5.20
5.423
O.S7(
0.06)
0.10
8.6
227.00
4
48.28
5.28
5.372
0.57(
0.06)
0.10
8.7
131.00
5
48.46
5.35
5.329
0.57(
0.06)
0.10
8.8
218.00
6
49.58
5.81
5.076
0.57(
0.06)
0.10
9.5
212.00
7
51.21
6.54
4.723
0.57(
0.06)
0.10
10.5
121.00
8
51.31
6.59
4.704
0.57(
0.06)
0.10
10.6
124.00
9
51.52
6.70
4.659
0.57(
0.06)
0.10
10.8
221.00
10
51.53
6.71
4.655
0.57(
0.06)
0.10
10.8
116.00
11
S1.82
6.90
4.578
0.57(
O.OG)
0.10
11.1
206.00
12
51.82
6.90
4.577
0.57(
0.06)
0.10
11.1
201.00
13
51.84
6.91
4.571
0.57(
0.06)
0.10
11.1
111.00
14
51.93
7.02
4.531
0.57(
0.06)
0.10
11.2
203.00
15
52.14
7.30
4.425
0.57(
0.06)
0.10
11.6
126.50
16
52.18
7.61
4.316
0.57(
0.06)
0.10
12.0
119.00
17
52.15
7.64
4.303
0.57(
0.06)
0.10
12.0
215.00
18
51.94
7.90
4.220
0.57(
0.06)
0.10
12.2
128.00
40
19
51.89
7.93
4.209
0.57(
0.06)
0.10
12.2
209-00
20
51.62
8.15
4.142
0.57(
0.06)
0.10
12.4
114.00
21
50.88
8.69
3.984
0.57(
0.06)
0.10
12.8
109.00
22
49.74
9.30
3.825
0.57(
0.06)
0.10
13.1
126.10
23
47.30
10.42
3.573
0.57(
0.06)
0.10
13.4
118.SO
END OF RATIONAL
METHOD ANALYSIS
41
m
Ml
APPENDIX A-4:
RATIONAL METHOD - PROPOSED CONDITION -
1 00 -YEAR STORM
17
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1233
Analysis prepared by:
Penco Engineering Inc.
one Technology Drive, Building J-725
Irvine, CA 92618
Tel: (949) 753-8111 Fax: (949) 753-0775
DESCRIPTION OF STUDY
• JN 1390. HOME DEPOT FONTANA 100YR HYDROLOGY ANALYSIS
• PREPARED 5 JANUARY, 2007
• 100 -year Hydrology
FILE NAME: 1390Q100 -DAT
TIM'E/DATE OF STUDY: 17:48 12/28/2006
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) 100-00
SPECIFIED MINIMUM PIPE SIZE(INCH) 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL -
SLOPE OF INTENSITY DURATION CLTkVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000
USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.3600
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*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 0.0312 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 21
-- -------------------------------------------------------------------------
>> >> >RATIONAL METHOD INITIAL SUBAREA ANALYSIS -c -cc -c<
>>USE TIME—OF—CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW—LENGTH(FEET) 315.00 STREAM(FEET) 56.26
ELEVATION DATA: UPSTREAM(FEET) = 62.12 DOWN
TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SU13AREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.734
1
* loo YEAR RAINFALL INTENSITY(INCH/HR) = 5.052
SU13AREA Tc AND LOSS RATE DATA(AMC III): SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 1.41 0.27 0.10 86 6.73
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 6.38
TOTAL AREA(ACRES) 1.41 PEAK FLOW RATE(CFS) 6.38
FLOW PROCESS FROM NODE 110.00 TO NODE 113.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.21 DOWNSTREAM(FEET) 51.26
FLOW LENGTH(FEET) = 79.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.69
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 6.38
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) 6.87 394.00 FEET.
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 113.00
FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.87
RAINFALL INTENSITY(INCH/HR) = 4.99
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.41
TOTAL STREAM AREMACRES) = 1.41
PEAK FLOW RATE(CFS) AT CONFLUENCE 6.38
FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SU-BAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 142.00 73.00
ELEVATION DATA: UPSTREAM(FEET) = 75.84 DOWNSTREAM(FEET)
Tc = K*C(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTFNSITY(INCH/HR) = 6.040
SUBAREA Tc AND LOSS RATE DATA(AMC III): SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.32 0.27 0.10 86 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.73 1.73
TOTAL AREMACRES) 0.32 PEAK FLOW RATE(CFS)
FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>> �:.>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 51.26
FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.5 INCHES
PIPE -FLOW VELOCITY(FEETISEC.) = 9.26
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.73
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) 5.07
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 113.00 183.00 FEET.
FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.07
RAINFALL INTENSITY(INCH/HR) = 5.99
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.32
TOTAL STREAM AREMACRES) = 0.32
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.73
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.38 6.87 4.992 0.27( 0.03) 0.10 1.4 109.00
2 1.73 5.07 5.987 0.27( 0.03) 0.10 0.3 111.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.39 -S.07 S.987 0.27( 0.03) 0.10 1.4 111.00
2 7.82 6.87 4.992 0.27( 0.03) 0.10 1.7 109.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.82 Tc(MIN.) = 6.87
EFFECTIVE AREA(ACRES) 1.73 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.73
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 113.00 394.00 FEET.
FLOW PROCESS FROM NODE 113.00 TO NODE 118.00 IS CODE = 41
-- -------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 51.26 DOWNSTREAM(FEET) 48.95
FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES
9.25
PIPE -FLOW VELOCITY(FEET/SEC.)
91
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 7.82 (MIN.) 7.09
PIPE TRAVEL TIME(MIN-) = 0.22 Tc 517.00 FEET.
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 118.00 =
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<4<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.09
RAINFALL INTENSITY(INCH/HR) = 4.90
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.73
TOTAL STREAM AREMACRES) = 1.73
PEAK FLOW RATE(CFS) AT CONFLUENCE 7.82
FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 198.00
ELEVATION DATA: UPSTREAM(FEET) = 58.83 DOWNSTREAM(FEET) 56.00
Tc = K*[(LENGTH** 3.00MFLEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.895
* loo YEAR RAINFALL INTFNSITY(INCH/HR) = 5.472
SUBAREA Tc AND LOSS RATE DATA(AMC III): Ap Scs Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp CN (MIN.)
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
COMMERCIAL C 0.28 0.27 0.10 86 5.90
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.10
SUBAREA RUNOFF(CFS) 1.37
TOTAL AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) 1.37
FLOW PROCESS FROM -NODE 115.00 TO NODE 118.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 49.95 DOWNSTREAM(FEET) 48.95
FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 3.92 NUMBER OF PIPES
GIVEN PIPE DIAMETER(INCH) = 18-00
PIPE-FLOW(CFS) = 1.37
PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) 6.54 349.00 FEET.
LONGEST FLOWPATH FROM NODE 114.00 TO NODE 118.00
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE
-- ------------------------------------------------------------------- -----
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<
TOTAL NUMBER OF STREAMS = -3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) =
6.54
RAINFALL INTENSITY(INCH/HR)
= 5.14
AREA -AVERAGED Fm(INCH/HR) =
0.03
AREA -AVERAGED Fp(INCH/HR) =
0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES)
0.28
TOTAL STREAM AREMACRES) =
0.28
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.37
FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS--<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 158.00 73.00
ELEVATION DATA: UPSTRFAM(FEET) = 76.16 DOWNSTREAM(FEET
Tc = K*[(LENGTH** 3.00MELEVATION CHMGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.037
* loo YEAR RAINFALL INTENSITY(INCH/HR) = 6.014
SUBAREA Tc AND LOSS RATE DATA(AMC III): Ap SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.33 0.27 0.10 86 5.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.78
TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) 1.78
FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 48.95
FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 12.00
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.78
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.09 199.00 FEET -
LONGEST FLOWPATH FROM NODE 116.00 TO NODE 118.00
FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 5.09
RAINFALL INTENSITY(INCH/HR) = 5.97
AREA-AvERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.33
TOTAL STREAM AREMACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.78
CONFLUENCE DATA
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap Ae
SU13AREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.107
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
7.39
5.30
5.833
0.27( 0.03)
0.10
1.4
111.00
1
7.82
7.09
4.898
0.27( 0.03)
0.10
1.7
109.00
2
1.37
6.54
S.143
0.27( 0.03)
0.10
0.3
114.00
3
1.78
5.09
5.973
0.27( 0.03)
0.10
0.3
116.00
RAINFALL
INTENSITY AND
TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
10.29
5.09
S.973
0.27( 0.03)
0.10
1.9
116.00
2
10.38
5.30
S.833
0.27( 0.03)
0.10
1.9
111.00
3
lo.S9
6.54
5.143
0.27( 0.03)
0.10
2.2
114.00
4
10.58
7.09
4.898
0.27( 0.03)
0.10
2.3
109.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.59 Tc(MIN.) = 6.54
EFFECTIVE AREMACRES) 2.23 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 2.34 517.00 FEET.
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 118.00 =
FLOW PROCESS FROM NODE 118.00 TO NODE 123.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.95 DOWNSTREAM(FEET) 48.12
FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.56
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 10.59
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) 6.67 583.00 FEET.
LONGEST FLOWPATH FROM NODE 109.00 TO NODE 123.00
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
FLOW PROCESS FROM NODE 118.50 TO NODE 118.70 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 480.00
ELEVATION DATA: UPSTREAM(FEET) = 62.49 DOWNSTREAM(FEET)
54.29
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SU13AREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.107
* loo YEAR RAINFALL INTENSITY(INCH/HR) = 4.520
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
(MIN.)
COMMERCIAL C 2.90 0.27 0.10 86
8.11
2
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.10
SUBAREA RUNOFF(CFS) 11.73
TOTAL AREMACRES) = 2.90 PEAK FLOW RATE(CFS)
0.27
11.73
FLOW PROCESS FROM NODE 118.70 TO NODE 120.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) 50.20 DOWNSTREAM(FEET) 48.92
FLOW LENGTH(FEET) = 217.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) 6.64
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 11.73
PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN-) 8.65
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 120.00 697.00 FEET.
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 8.65
RAINFALL INTENSITY(INCH/HR) = 4.35
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 2.90
TOTAL STREAM AREMACRES) = 2.90
PEAK FLOW RATE(CFS) AT CONFLUENCE 11.73
FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<-
> >USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 204.00 STREAM(FEET) 54.92
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWN
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.909
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.464
SUBAREA Tc AND LOSS RATE DATA(AMC III): Ap scs Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp CN (MIN.)
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
COMMERCIAL C 1.22 0.27 0.10 86 5.91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 5.97 5.97
TOTAL AREA(ACRES) = 1.22 PEAK FLOW RATE(CFS) =
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE ------
----------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
ENCED STREAM VALUES<<<"
>>>>>AND COMPUTE VARIOUS CONFLUF
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.91
RAINFALL INTENSITY(INCH/HR) = 5.46
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.22
TOTAL STREAM AREA(ACRES) = 1.22
PEAK FLOW PATE(CFS) AT CONFLUENCE 5.97
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 11.73 8.65 4.347 0.27( 0.03) 0.10 2.9 118.50
2 S.97 5.91 5.464 0.27( 0.03) 0.10 1.2 119.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 16.05 5.91 5.464 0.27( 0.03) 0.10 3.2 119.00
2 16.47 8.65 4.347 0.27( 0.03) 0.10 4.1 118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 16.47 Tc(MIN.) = 8.65
EFFECTIVE AREMACRES) 4.12 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 4.12 120.00 697.00 FEET.
LONGEST FLOWPATH FROM NODE 118.50 TO NODE
FLOW PROCESS FROM NODE 120.00 TO NODE 123.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
> >>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.92 DOWNSTREAM(FEET) 48-12
FLOW LENGTH(FEET) = 117.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC-) 9.32
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 16.47
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) 8.86 814.00 FEET.
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 123.00 =
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE
---------------------------------------------------------------------- -----
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE:
TIME OF CONCENTRATION(MIN.) = 8.86
RAINFALL INTENSITY(INCH/HR) = 4.28
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 4.12
m
TOTAL STREAM AREMACRES) = 4.12
PEAK FLOW RATE(CFS) AT CONFLUENCE 16.47
FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SU13AREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 155.00
ELEVATION DATA: UPSTREAM(FEET) = 76.10 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* loo YEAR RAINFALL INTENSITY(INCH/HR) = 6.040
SUBAREA Tc AND LOSS RATE DATA(AMC III): SCS Tc
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.33 0.27 0.10 86 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.10
SUBAREA RUNOFF(CFS) 1.79
TOTAL AREMACRES) = 0.33 PEAK FLOW RATE(CFS) 1.79
FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
--------- -
ELEVATION - DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET)
48.12
FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 12.46
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.79
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.06
LONGEST FLOWPATH FROM NODE 121.00 TO NODE 123.00
199.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE
-- -------------------------------------------------------------------------
> >>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.06
RAINFALL INTENSITY(INCH/HR) = 6.00
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.33
TOTAL STREAM AREMACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.79
** CONFLUENCE DATA ** Fp(Fm) Ap Ae
Tc Intensity
HEADWATER
STREAM Q
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 16.05 6.12 5.348 0.27( 0.03) 0.10 3.2
119.00
1 16.47 8.86 4.285 0.27( 0.03) 0.10 4.1
118.50
2 1.79 5.06 5.998 0.27( 0.03) 0.10 0.3
121.00
z
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE ** Ap Ae HEADWATER
STREAM Q Tc Intensity Fp(Fm)
NUMBER (CFS) (MIN.) (INC141HR) (INCHjHR) (ACRES) NODE
1 16.66 5.06 s.998 0.27( 0.03) 0.10 3.0 121.00
2 17.64 6.12 5.348 0.27( 0.03) 0.10 3.5 119.00
3 17.74 8.86 4.285 0.27( 0.03) 0.10 4.4 118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 17.74 Tc(MIN.) = 8.86 0.03
EFFECTIVE AREA(ACRES) 4.45 AREA -AVERAGED Fm(INCH/HR
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 4.45 123.00 814.00 FEET.
LONGEST FLOWPATH FROM NODE 118.50 TO NODE
FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm)
Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCHIHR) (INCHIHR)
(ACRES)
NODE
1 16.66 5.06 5.998 0.27( 0.03)
0. 10 3.0
121.00
2 17.64 6.12 5.348 0.27( 0.03)
0.10 3.5
119.00
3 17.74 8.86 4.285 0.27( 0.03)
0.10 4.4
118.50
LONGEST FLOWPATH FROM NODE 118.50 TO NODE
123.00
814.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm)
Ap Ae
HEADWATER
NUMBER (cFS) (MIN.) (INCH/HR) (INCH/HR)
(ACRES)
NODE
1 10.29 5.22 5.884 0.27( 0.03)
0.10 1.9
116.00
2 10.38 5.43 5.750 0.27( 0.03)
0.10 1.9
111.00
3 10.59 6.67 5.083 0.27( 0.03)
0.10 2.2
114.00
4 10.58 7.22 4.845 0.27( 0.03)
0.10 2.3
109.00
LONGEST FLOWPATH FROM NODE 109.00 TO NODE
123.00
583.00 FEET.
** PEAK FLOW RATE TABLE **
Tc Intensity Fp(Fm)
Ap Ae
HEADWATER
STREAM Q
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR)
(ACRES)
NODE
1 26.82 .5.06 5.998 0.27( 0.03)
0.10 4.8
121-00
2 27.10 5.22 5.884 0.27( 0.03)
0.10 4.9
116.00
3 27.39 5.43 5.750 0.27( 0.03)
0.10 5.1
111.00
4 28.14 6.12 5.348 0.27( 0.03)
0.10 5.6
119.00
5 28.25 6.67 5.083 0.27( 0.03)
0.10 5.9
114.00
6 28.26 7.22 4.845 0.27( 0.03)
0.10 6.2
109.00
7 27.09 8.86 4.285 0.27( 0.03)
0.10 6.8
118.50
TOTAL AREA(ACRES) = 6.79
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 28.26 Tc(MIN.)
= 7.220
EFFECTIVE AREA(ACRES) 6.24 AREA -AVERAGED Fm(INCH/HR)
= 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 6.79
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 123.00
814.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE
126.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
10
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.12 DOWNSTREAM(FEET) 47.67
FLOW LENGTH(FEET) = 92.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FSETISEC.) 9.00
PIPE FLOW VELOCITY = (TOTAL FLOW)J(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 28.26
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) 7.39
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 126.00 906.00 FEET.
FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.39
RAINFALL INTENSITY(INCH/HR) = 4.78
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 6.24
TOTAL STREAM AREMACRES) = 6.79
PEAK FLOW RATE(CFS) AT CONFLUENCE 28.26
FLOW PROCESS FROM NODE 124.00 TO NODE 125.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SU13AREA FLOW-LENGTH(FEET) 175.00 STREAM(FEET) 73.00
ELEVATION DATA: UPSTREAM(FEET) = 76.50 DOWN
Tc = K*[(LENGTH** 3-00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN-) =
5.247
* loo YEAR RAINFALL INTENSITY(INCH/HR) =
S.868
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA
Fp Ap scs Tc
LAND USE GROUP (ACRES)
(INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.32
0.27 0.10 86 5.25
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)
= 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION,
Ap = 0.10
SUBAREA RUNOFF(CFS) 1.68
TOTAL AREMACRES) = 0.32 PEAK FLOW RATE(CFS) = 1.68
FLOW PROCESS FROM NODE 125.00 TO NODE 126.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 47.67
FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.7 INCHES
PIPE -FLOW VELOCITY(FEETISEC.) = 12.79
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) 1.68
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 5.30
LONGEST FLOWPATH FROM NODE� 124.00 TO NODE 126.00 217.00 FEET.
11
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 28.50 5.24 5.874 0.27( 0.03) 0.10 5.1 121.00
2 28.62 5.30 5.832 0.27( 0.03) 0.10 S.1 124.00
3 28.77 5.40 S.767 0.27( 0.03) 0.10 5.2 116.00
4 29.01 5.60 5.641 0.27( 0.03) 0.10 5.4 111.00
5 29.66 6.29 5.261 0.27( 0.03) 0.10 5.9 119.00
6 29.69 6.84 5.006 0.27( 0.03) 0.10 6.3 114.00
7 29.64 7.39 4.778 0.27( 0.03) 0.10 6.6 109.00
8 28.31 9.04 4.234 0.27( 0.03) 0.10 7.1 118.so
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 29.69 Tc(MIN.) = 6.84
EFFECTIVE AREMACRES) 6.26 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 7.11
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 126.00 906.00 FEET.
FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 47.67 DOWNSTREAM(FEET) 46.92
FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) 9.45 SECTION AREA)
PIPE PLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS
12
FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS
CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.30
RAINFALL INTENSITY(INCH/HR) = 5.83
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.32
TOTAL STREAM AREMACRES) = 0.32
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.68
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 26.82 5.24 5.874 0.27( 0.03) 0.10
4.8
121.00
1 27.10 5.40 5.767 0.27( 0.03) 0.10
4.9
116.00
1 27.39 5.60 5.641 0.27( 0.03) 0.10
5.1
111.00
1 28.14 6.29 5.261 0.27( 0.03) 0.10
5.6
119.00
1 28.2S 6.84 5.006 0.27( 0.03) 0.10
5.9
114.00
1 28.26 7.39 4.778 0.27( 0.03) 0.10
6.2
109.00
1 27.09 9.04 4.234 0.27( 0.03) 0.10
6.8
118.50
2 1.68 5.30 5.832 0.27( 0.03) 0.10
0.3
124.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 28.50 5.24 5.874 0.27( 0.03) 0.10 5.1 121.00
2 28.62 5.30 5.832 0.27( 0.03) 0.10 S.1 124.00
3 28.77 5.40 S.767 0.27( 0.03) 0.10 5.2 116.00
4 29.01 5.60 5.641 0.27( 0.03) 0.10 5.4 111.00
5 29.66 6.29 5.261 0.27( 0.03) 0.10 5.9 119.00
6 29.69 6.84 5.006 0.27( 0.03) 0.10 6.3 114.00
7 29.64 7.39 4.778 0.27( 0.03) 0.10 6.6 109.00
8 28.31 9.04 4.234 0.27( 0.03) 0.10 7.1 118.so
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 29.69 Tc(MIN.) = 6.84
EFFECTIVE AREMACRES) 6.26 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 7.11
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 126.00 906.00 FEET.
FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 47.67 DOWNSTREAM(FEET) 46.92
FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) 9.45 SECTION AREA)
PIPE PLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS
12
GIVEN PIPE DIAMETER(INCH)
PIPE-FLOW(CFS) = 29.69
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
24.00 NUMBER OF PIPES = 1
0.17 Tc(MIN.) 7.01
118.50 TO NODE 127.00 = 1005.00 FEET.
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
FLOW PROCESS FROM NODE 126.10 TO NODE 126.30 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 330.00
ELEVATION DATA: UPSTREAM(FEET) = S8.75 DOWNSTREAMWEET) S4.44
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.364
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.788
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 1.21 0.27 0.10 86 7.36
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 5.18
TOTAL AREMACRES) 1.21 PEAK FLOW RATE(CFS) 5.18
FLOW PROCESS FROM NODE 126.30 TO NODE 126.90 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) 52.10 DOWNSTREAM(FEET) 48.36
FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.63
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = - S.18
PIPE TRAVEL TIME(MIN.) = 0-5S Tc(MIN.) 7.91
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 126.90 S80.00 FEET.
FLOW PROCESS FROM NODE 126.90 TO NODE 126.90 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFL`UENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE'
TIME OF CONCENTRATIONCMIN.) = 7.91
RAINFALL INTENSITYCINCHJHR) = 4.59
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.21
TOTAL STREAM AREMACRES) = 1.21
PEAK FLOW RATE(CFS) AT CONFLUENCE 5.18
13
FLOW PROCESS FROM NODE 126.50 TO NODE 126.70 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 207.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 54.71
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.882
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.479
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.99 0.27 0.10 86 5.88
SU13AREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA RUNOFF(CFS) 4.86
TOTAL AREMACRES) = 0.99 PEAK FLOW RATE(CFS) 4.86
FLOW PROCESS FROM NODE 126.70 TO NODE 126.90 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 51.56 DOWNSTREAM(FEET) 48.37
FLOW LENGTH(FEET) = 37.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 14.52
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 4.86
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) 5.92
LONGEST FLOWPATH FROM NODE 126.50 TO NODE 126.90 244.00 FEET.
FLOW PROCESS FROM NODE 126.90 TO NODE 126.90 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES -USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.92
RAINFALL INTENSITY(INCH/HR) = 5.46
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED AP = 0.10
EFFECTIVE STREAM AREMACRES) 0.99
TOTAL STREAM AREMACRES) = 0.99
PEAK FLOW RATE(CFS) AT CONFLUENCE 4.86
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.18 7.91 4.587 0.27( 0.03) 0.10 1.2 126.10
2 4.86 5.92 5.455 0.27( 0.03) 0.10 1.0 126.50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
PEAK FLOW RATE TABLE
14
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 9.48 5.92 5.455 0.27( 0.03) 0.10 1.9 126.50
2 9.27 7.91 4.587 0.27( 0.03) 0.10 2.2 126.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.48 Tc(MIN.) = 5.92
EFFECTIVE AREA(ACRES) 1.90 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.20
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 126.90 580.00 FEET.
FLOW PROCESS FROM NODE 126.90 TO NODE 127.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA- UPSTREAM(FEET) 48.35 DOWNSTREAM(FEET) 47.94
FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC-) 5.37
PIPE FLOW VELOCITY = (TOTAL FLOWMPIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 9.48
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) 6.19
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 127.00 665.00 FEET.
FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 9.48 6.19 5.315 0.27( 0.03) 0.10 1.9 126.50
2 9.27 8.18 4.496 0.27( 0.03) 0.10 2.2 126.10
LONGEST FLOWPATH FROM NODE 126.10 TO NODE 127.00 665.00 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 28 -SO 5.42 5.7S5 0.27( 0.03) 0.10 5.1 121.00
2 28.62 5.48 5.71S 0.27( 0.03) 0.10 5.1 124.00
3 28.77 5.58 s.65S 0.27( 0.03) 0.10 5.2 116.00
4 29.01 S.78 S.S3S 0.27( 0.03) 0.10 5.4 111.00
5 29.66 6.47 5.175 0.27( 0.03) 0.10 5.9 119.00
6 29.69 7.01 4.931 0.27( 0.03) 0.10 6.3 114.00
7 29.64 7.57 4.711 0.27( 0.03) 0.10 6.6 109.00
8 28.31 9.22 4.183 0.27( 0.03) 0.10 7.1 118.50
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 127.00 = 1005.00 FEET.
** PEAK FLOW RATE TABLE ** HEADWATER
STREAM Q Tc Intensity Fp(Fm) Ap Ae
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 37.49 5.42 5.755 0.27( 0.03) 0.10 6.7 121.00
2 37.65 S.48 5.715 0.27( 0.03) 0.10 6.8 124.00
3 37.87 S.58 5.655 0.27( 0.03) 0.10 6.9 116.00
4 38.24 5.78 5.535 0.27( 0.03) 0.10 7.2 111.00
5 38.87 6.19 5.315 0.27( 0.03) 0.10 7.6 126.50
6 39.11 6.47 -5.175 0.27( 0.03) 0.10 7.9 119.00
15
7 39.08 7.01 4.931 0.27( 0.03) 0.10 8.3 114.00
8 38.97 7.57 4.711 0.27( 0.03) 0.10 8.7 109.00
9 38.41 8.18 4.496 0.27( 0.03) 0.10 9.0 126.10
10 36.93 9.22 4.183 0.27( 0.03) 0.10 9.3 118.50
TOTAL AREA(ACRES) = 9.31
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 39.11 Tc(MIN.) = 6.470
EFFECTIVE AREMACRES) 7.88 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 9.31
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 127.00 = 1005.00 FEET.
FLOW PROCESS FROM NODE 127.00 TO NODE 130.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 46.92 DOWNSTREAM(FEET) 44.63
FLOW LENGTH(FEET) = 364.00 MANNING'S N = 0.011
ASSUME FULL -FLOWING PIPELINE
PIPE -FLOW VELOCITY(FEET/SEC.) 7.97
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 39.11
PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) 7.23
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 130.00 1369.00 FEET.
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE:
TIME OF CONCENTRATION(MIN.) = 7.23
RAINFALL INTENSITY(INCH/HR) = 4.84
AREA -AVERAGED Fm(INCH/HR) = 0.03
AR'EA-AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 7.88
TOTAL STREAM AREMACRES) = 9.31
PEAK FLOW RATE(CFS) AT CONFLUENCE 39.11
FLOW PROCESS FROM NODE 128.00 TO NODE 129.00 IS CODE = 21.
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 315.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) S4.33
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.403
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.773
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.85 0.27 0.10 86 7.40
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
16
SUBAREA RUNOFF(CFS) 3.63
TOTAL AREMACRES) 0.85 PEAK FLOW RATE(CFS) 3.63
FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE-
41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) 50.50 DOWNSTREAM(FEET)
44.63
FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.5S
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 3.63
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) 7.51
LONGEST FLOWPATH FROM NODE 128.00 TO NODE 130.00
397.00 FEET.
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.51
RAINFALL INTENSITY(INCH/HR) = 4.73
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.85
TOTAL STREAM AREMACRES) = 0.85
PEAK FLOW RATE(CFS) AT CONFLUENCE 3.63
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 37.49 6.21 5.301 0.27( 0.03) 0.10 6.7
121.00
1 37.65 6.27 5.271 0.27( 0.03) 0.10 6.8
124.00
1 37.87 6.37 5.225 0.27( 0.03) 0.10 6.9
116.00
1 38.24 6.56 5.131 0.27( 0.03) 0.10 7.2
111.00
1 38.87 6.95 4.955 0.27( 0.03) 0.10 7.6
126.50
39.11 -7.23 4.841 0.27( 0.03) 0.10 7.9
119.00
39.08 7.77 4.63S 0.27( 0.03) 0.10 8.3
114.00
38.97 8.33 4.447 0.27( 0.03) 0.10 8.7
109.00
38.41 8.95 4.258 0.27( 0.03) 0.10 9.0
126.10
36.93 9.92 4.004 0.27( 0.03) 0.10 9.3
118.50
2 3.63 7.51 4.731 0.27( 0.03) 0.10 0.9
128.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 40.86 6.21 5.301 0.27( 0.03) 0.10 7.5
121.00
2 41.03 6.27 5.271 0.27( 0.03) 0.10 7.5
124.00
3 41.27 6.37 5.225 0.27( 0.03) 0.10 7.7
116.00
4 41.68 6.56 5.131 0.27( 0.03) 0.10 7.9
111.00
5 42.39 6.95 4.955 0.27( 0.03) 0.10 8.4
126.50
6 42.68 7.23 4.841 0.27( 0.03) 0.10 8.7
119.00
7 42.72 7.51 A.731 0.27( 0.03) 0.10 8.9
128.00
17
8 42.64 7.77
4.635 0.27( 0.03) 0.10
9.1
114.00
9 42.38 8.33
4.447 0.27( 0.03) 0.10
9.5
109.00
10 41.68 8.95
4.258 0.27( 0.03) 0.10
9.8
126.10
11 40-00 9.92
4.004 0.27( 0.03) 0.10
10.2
118.50
COMPUTED CONFLUENCE ESTIMATES
ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) =
42.72 Tc(MIN.) =
7.51
EFFECTIVE AREMACRES)
8.94 AREA -AVERAGED
Fm(INCH/HR)
= 0.03
AREA -AVERAGED Fp(INCH/HR)
= 0.27 AREA -AVERAGED
Ap = 0.10
TOTAL AREA(ACRES) =
10.16
LONGEST FLOWPATH FROM
NODE 118.50 TO NODE 130.00 = 1369.00 FEET.
LIM
m
FLOW PROCESS FROM NODE 130.00 TO NODE 133.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.63 DOWNSTREAM(FEET) 44.26
FLOW LENGTH(FEET) = 74.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.51
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 42.72
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) 7.66 443.00 FEET.
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 133.00
FLOW PROCESS FROM NODE 133.00 TO NODE 133.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.66
RAINFALL INTENSITY(INCH/HR) = 4.68
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 8.94
TOTAL STREAM AREMACRES) = 10.16
PEAK FLOW RATE(CFS) AT CONFLUENCE 42.72
FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE 21
-- -------------------------------------------------------- ----------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<-
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 136.00 WNSTREAM(FEET) 73.00
ELEVATION DATA: UPSTREAM(FEET) = 75.72 DO
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.040
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
COMMERCIAL C 0.20 0.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) = 1.08 PEAK FLOW RATE(CFS]
TOTAL AREA(ACRES) = 0.20
In
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.10 86 5.00
0.27
1.08
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE
= 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET)
44.26
FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.011
Intensity
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.8 INCHES
Ap
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.40
HEADWATER
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
(CFS)
PIPE-FLOW(CFS) = 1.08
(INCH/HR)
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) 5.04
LONGEST FLOWPATH FROM NODE 131.00 TO NODE 133.00
169.00 FEET.
1
38.33
FLOW PROCESS FROM NODE 133.00 TO NODE 133.00 IS CODE
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
0.10
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
131.00
TOTAL NUMBER OF STREAMS = 2
41.80
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
5.228
TIME OF CONCENTRATION(MIN.) = 5.04
0.10
RAINFALL INTENSITY(INCH/HR) = 6.01
121.00
AREA -AVERAGED Fm(INCH/HR) = 0.03
41.97
AREA -AVERAGED Fp(INCH/HR) = 0.27
5.199
AREA -AVERAGED Ap = 0.10
0.10
EFFECTIVE STREAM AREA(ACRES) 0.20
124.00
TOTAL STREAM AREMACRES) = 0.20
42.19
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.08
5.154
CONFLUENCE DATA
0.10
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 40.86 6.36 5.228 0.27( 0.03) 0.10 7.5
121.00
1 41.03 6.42 5.199 0.27( 0.03) 0.10 7.5
124.00
1 41.27 6.Sl 5.154 0.27( 0.03) 0.10 7.7
116.00
1 41.68 6.71 5.064 0.27( 0.03) 0.10 7.9
111.00
1 42.39 7.10 4.894 0.27( 0.03) 0.10 8.4
126.50
1 42.68 7.38 4.783 0.27( 0.03) 0.10 8.7
119.00
1 42.72 7.66 4.677 0.27( 0.03) 0.10 8.9
128.00
1 42.64 7.92 4.584 0.27( 0.03) 0.10 9.1
114.00
1 42.38 8.47 4.401 0.27( 0.03) 0.10 9.S
109.00
1 41.68 9.10 4.217 0.27( 0.03) 0.10 9.8
126.10
1 40.00 10.07 3.969 0.27( 0.03) 0.10 10.2
118.50
2 1.08 5.04 6.013 0.27( 0.03) 0.10 0.2
131.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
38.33
5.04
6.013
0.27( 0.03)
0.10
6.1
131.00
2
41.80
6.36
5.228
0.27( 0.03)
0.10
7.7
121.00
3
41.97
6.42
5.199
0.27( 0.03)
0.10
7.7
124.00
4
42.19
6.51
5.154
0.27( 0.03)
0.10
7.9
116.00
5
42.59
6.71
5.064
0.27( 0.03)
0.10
8.1
111.00
6
43.28
7.10
4.894
0.27( 0.03)
0.10
8.6
126.50
7
43.54
7.38
4.783
0.27( 0.03)
0.10
8.9
119.00
8
43.57
7.66
4.677
0.27( 0.03)
0.10
9.1
128.00
19
m
9
43.46
7.92
4.584
0.27(
0.03)
0.10
9.3
114.00
10
43.17
8.47
4.401
0.27(
0.03)
0.10
9.7
109.00
11
42.44
9.10
4.217
0.27(
0.03)
0.10
10.0
126.10
12
40.71
10.07
3.969
0.27(
0.03)
0.10
10.4
118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 43.57 Tc(MIN.) = 7.66
EFFECTIVE AREMACRES) 9.14 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 10.36
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 133.00 = 1443.00 FEET.
FLOW PROCESS FROM NODE 133.00 TO NODE 136.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.26 DOWNSTREAM(FEET) 44.00
FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.41
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 43.57
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) 7.76
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 136.00 1497.00 FEET.
FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.76
RAINFALL INTENSITY(INCH/HR) = 4.64
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 9.14
TOTAL STREAM AREMACRES) = 10.36
PEAK FLOW RATE(CFS) AT CONFLUENCE 43.57
FLOW PROCESS FROM NODE 134.00 TO NODE 135.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SU13AREA FLOW-LENGTH(FEET) 138.00
ELEVATION DATA: UPSTREAM(FEET) = 75.76 DOWNSTREAM(FEET) 73-00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.040
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
COMMERCIAL C 0.19 0.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.10
SUBAREA RUNOFF(CFS) 1.03
TOTAL AREA(ACRES) = 0�.19 PEAK FLOW RATE(CFS]
20
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.10 86 5.00
0.27
1.03
FLOW PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAM(FEET) 44.00
FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.8 INCHES
PIPE -FLOW VELOCITY(FEETISEC.) = 13.99
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.03
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) 5.04
LONGEST FLOWPATH FROM NODE 134.00 TO NODE 136.00 173.00 FEET.
FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATIONCMIN.) = 5.04
RAINFALL INTENSITY(INCHJHR) = 6.01
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.19
TOTAL STREAM AREMACRES) 0.19
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.03
** CONFLUENCE DATA **
STREAM
Q
Tc Intensity
Fp(Fm)
Ap
Ae HEADWATER
NUMBER
(CFS)
(MIN.) (INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
38.33
5.15
5.935
0.27( 0.03)
0.10
6.1
131.00
1
41.80
6.47
5.17S
0.27( 0.03)
0.10
7.7
121.00
1
41.97
6.53
5.147
0.27( 0.03)
0.10
7.7
124.00
1
42.19
6.62
5.104
0.27( 0.03)
0.10
7.9
116.00
1
42.59
6.81
5.016
0.27( 0.03)
0.10
8.1
111.00
1
43.28
7.21
4.850
0.27( 0.03)
0.10
8.6
126.50
1
43.54
7.48
4.742
0.27( 0.03)
0.10
8.9
119.00
1
43.57
7.76
4.639
0.27( 0.03)
0.10
9.1
128.00
1
43.46
-8.03
4.547
0.27( 0.03)
0.10
9.3
114.00
1
43.17
8.58
4.368
0.27( 0.03)
0.10
9.7
109.00
1
42.44
9.21
4.187
0.27( 0.03)
0.10
10.0
126.10
1
40.71
10.17
3.944
0.27( 0.03)
0.10
10.4
118.50
2
1.03
5.04
6.010
0.27( 0.03)
0.10
0.2
134.00
RAINFALL
INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE
FORMULA USED
FOR 2 STREAMS.
** PEAK
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
39.04
5.04
6.010
0.27( 0.03)
0.10
6.2
134.00
2
39.35
5.15
5.935
0.27( 0.03)
0.10
6.3
131.00
3
42.69
6.47
5.175
0.27( 0.03)
0.10
7.8
121.00
4
42.85
6.53
5.147
0.27( 0.03)
0.10
7.9
124.00
5
43.07
6.62
5.104
0.27( 0.03)
0.10
8.1
116.00
6
43.45
6.81
5.016
0.27( 0.03)
0.10
8.3
111.00
7
44.10
7.21
4.850
0.27( 0.03)
0.10
8.8
126.50
21
8
44.35
7.48
4.742
0.27(
0.03)
0.10
9.1
119.00
9
44.36
7.76
4.639
0.27(
0.03)
0.10
9.3
128.00
10
44.24
8.03
4.547
0.27(
0.03)
0.10
9.5
114.00
11
43.92
8.58
4.368
0.27(
0.03)
0.10
9.9
109.00
12
43.15
9.21
4.187
0.27(
0.03)
0.10
10.2
126.10
13
41.39
10.17
3.944
0.27(
0.03)
0.10
10.6
118.50
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 44.36 Tc(MIN.) = 7.76
EFFECTIVE AREA(ACRES) 9.33 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 10.55 497.00 FEET.
LONGEST FLOWPATH FROM NODE 118.SO TO NODE 136.00 = I
FLOW PROCESS FROM NODE 136.00 TO NODE 301-00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.00 DOWNSTREAM(FEET) 43.65
FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.78
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 44.36
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) 7.89
LONGEST FLOWPATH FROM NODE 118.50 TO NODE 301.00 1563.00 FEET.
FLOW PROCESS FROM NODE 301.00 TO NODE 301-00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<<
FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS--
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 127.00
ELEVATION DATA- UPSTREAM(FEET) = 57.23 DOWNSTREAM(FEET) 56.10
TC = K*[(LENGTH**_3.00)/(ELEVATION CHANGE)] -*0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.427
* loo YEAR RAINFALL INTENSITY(INCH/HR) = S.751
SUBAREA Tc AND LOSS RATE DATA(AMC IIV:
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.30 0.27 0.10 86 5.43
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.10
SUBAREA RUNOFF(CFS) 1.55
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) 1.55
FLOW PROCESS FROM NODE 202.00 TO NODE 205.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 52.27 DOWNSTREAM(FEET) 51.76
22
FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.00
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.55
PIPE TRAVEL TIMENIN.) = 0.16 Tc(MIN.) 5.58
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 205.00 174.00 FEET.
FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE:
TIME OF CONCENTRATION(MIN.) = 5.58
RAINFALL INTENSITY(INCH/HR) = 5.65
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.30
TOTAL STREAM AREA(ACRES) = 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.55
FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 128.00
ELEVATION DATA: UPSTREAM(FEET) 57.98 DOWNSTREAM(FEET) 57.03
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)l**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.645
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.616
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.25 0.27 0.10 86 5.64
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA RUNOFF(CFS) 1.26
TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) 1.26
FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 54.53 DOWNSTREAM(FEET) 51.76
FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.73
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.26
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.70
LONGEST FLOWPATH FROM NODE 203.00 TO NODE 205.00 162.00 FEET.
FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE 1
----------------------------------------------------------------------------
23
>>>>>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.) = 5.70
RAINFALL INTENSITY(INCHJHR) = 5.58
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.25
TOTAL STREAM AREMACRES) = 0.25
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.26
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUM13ER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1.55 5.58 5.653 0.27( 0.03) 0.10 0.3 201.00
2 1.26 S.70 5.582 0.27( 0.03) 0.10 0.2 203.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 2.79 5.58 5.653 0.27( 0.03) 0.10 0.5 201.00
2 2.78 S.70 5.582 0.27( 0.03) 0.10 0.6 203.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.79 Tc(MIN.) = 5.58
EFFECTIVE AREA(ACRES) 0.54 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.55
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 205.00 174.00 FEET.
FLOW PROCESS FROM NODE 20S.00 TO NODE 208.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 51.76 DOWNSTREAM(FEET) 50.54
FLOW LENGTH(FEET) = 110-00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.85
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 2.79
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) 5.90
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 208.00 284.00 FEET.
FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.90
RAINFALL INTENSITY(INCH/HR) = 5.47
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10 _
24
EFFECTIVE STREAM AREA(ACRES) = 0.54
TOTAL STREAM AREMACRES) = 0.55
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.79
FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(F2ET) 136.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 57.03
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.854
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.495
SU13AREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.27 0.27 0.10 86 5.85
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.33
TOTAL AREMACRES) = 0.27 PEAK FLOW RATE(CFS) 1.33
FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 54.53 DOWNSTREAM(FEET) 50.54
FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.26
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.33
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 5.90
LONGEST FLOWPATH FROM NODE 206.00 TO NODE 208.00 170.00 FEET.
FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.90
RAINFALL INTENSITY(INCHJHR) = 5.47
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.27
TOTAL STREAM AREA(ACRES) = 0.27
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.33
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
2.79
5.90
5.471
0.27( 0.03)
0.10
0.5
201.00
1
2.78
6.02
5.405
0.27( 0.03)
0.10
0.6
203.00
2
1.33
5.90
5.467
0.27( 0.03)
0.10
0.3
206.00
25
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.12 5.90 5.471 0.27( 0.03) 0.10 0.8 201.00
2 4.12 5.90 5.467 0.27( 0.03) 0.10 0.8 206.00
3 4.10 6.02 S.405 0.27( 0.03) 0.10 0.8 203.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.12 Tc(MIN.) = 5.90
EFFECTIVE AREA(ACRES) 0.82 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.82
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 208.00 284.00 FEET.
FLOW PROCESS FROM NODE 208.00 TO NODE 211.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) 50.54 DOWNSTREAM(FEET) 49.34
FLOW LENGTHWEET) = 110.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.40
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 4.12
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) 6.19
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 211.00 394.00 FEET.
FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.19
RAINFALL INTENSITY(INCH/HR) = 5.31
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap -_ 0.10
EFFECTIVE STREAM AREMACRES) 0.82
TOTAL STREAM AREMACRES) = 0.82
PEAK FLOW RATE(CFS) AT CONFLUENCE 4.12
FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 191.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 57.03
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN-) = 7.177
100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.863
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
26
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.27 0.27 0.10 86 7.18
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA RUNOFF(CFS) 1.17
TOTAL AREMACRES) 0.27 PEAK FLOW RATE(CFS) 1.17
FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 54.53 DOWNSTREAM(FEET) 49.34
FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.92
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.17
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 7.22
LONGEST FLOWPATH FROM NODE 209.00 TO NODE 211.00 225.00 FEET.
FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 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.) = 7.22
RAINFALL INTENSITY(INCH/HR) = 4.84
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.27
TOTAL STREAM AREA(ACRES) = 0.27
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.17
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.12 6.18 5.317 0.27( 0.03) 0.10 0.8 201.00
1 4.12 6.19 5.313 0.27( 0.03) 0.10 0.8 206.00
1 4.10 6.30 5.256 0.27( 0.03) 0.10 0.8 203.00
2 1.17 7.22 4.843 0.27( 0.03) 0.10 0.3 209.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE
**
STREAM Q Tc
Intensity
Fp(Fm)
Ap
Ae HEADWATER
NUMBER (CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 5.22 6.18
5.317
0.27( 0.03)
0.10
1.0
201.00
2 S.23 6.19
5.313
0.27( 0.03)
0.10
1.0
206.00
3 5.21 6.30
5.256
0.27( 0.03)
0.10
1.1
203.00
4 4.95 7.22
4.843
0.27( 0.03)
0.10
1.1
209.00
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) =
5.23
Tc(MIN.) =
6.19
EFFECTIVE AREA(ACRES)
1.05
AREA -AVERAGED
Fm(INCH/HR)
= 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED
Ap = 0.10
TOTAL AREA(ACRES) =
1 -.*09
27
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 211.00 = 394.00 FEET.
FLOW PROCESS FROM NODE 211.00 TO NODE 214.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 49.34 DOWNSTREAMWEET) 48.67
FLOW LENGTHWEET) = 41.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.90
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES I
PIPE-FLOW(CFS) = 5.23
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) 6.28
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 214.00 435.00 FEET.
FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATIONNIN.) = 6.28
RAINFALL INTENSITY(INCH/HR) = S.27
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.05
TOTAL STREAM AREA(ACRES) 1.09
PEAK FLOW RATE(CFS) AT CONFLUENCE 5.23
FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 187.00
ELEVATION DATA: UPSTREAM(FEET) = 60.62 DOWNSTREAM(FEET) 56.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.165
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.924
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.40 0.27 0.10 86 5.16
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA RUNOFF(CFS) 2.12
TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) 2.12
FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 52.17 DOWNSTREAM(FEET) 48.67
FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.0 INCHES
m
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.72
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 2.12
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) 5.20
LONGEST FLOWPATH FROM NODE 212.00 TO NODE 214.00 212.00 FEET.
FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENC!E<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.20
RAINFALL INTENSITY(INCH/HR) = 5.90
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.40
TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.12
** CONFLUENCE DATA **
STREAM Q Tc Intensity
Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR) (ACRES)
NODE
1 5.22 6.27 5.273
0.27( 0.03) 0.10 1.0
201.00
1 5.23 6.28 5.269
0.27( 0.03) 0.10 1.0
206.00
1 5.21 6.39 5.214
0.27( 0.03) 0.10 1.1
203.00
1 4.95 7.31 4.808
0.27( 0.03) 0.10 1.1
209.00
2 2.12 S.20 5.903
0.27( 0.03) 0.10 0.4
212.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity
Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR) (ACRES)
NODE
1 6.97 5.20 5.903
0.27( 0.03) 0.10 1.3
212.00
2 7.12 6.27 5.273
0.27( 0.03) 0.10 1.4
201.00
3 7.12 6.28 5.269
0.27( 0.03) 0.10 1.4
206.00
4 7.08 6.39 5.214
0.27( 0.03) 0.10 1.5
203.00
5 6.68 7.31 4.808
0.27( 0.03) 0.10 l.S
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.12
Tc(MIN.) = 6.27
EFFECTIVE AREA(ACRES) 1.45
AREA -AVERAGED Fm(INCH/HR)
= 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.49
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 214.00 435.00 FEET.
FLOW PROCESS FROM NODE 214.00
TO NODE 217.00 IS CODE =
41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET)
48.67 DOWNSTREAM(FEET)
46.93
FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE
IS 9.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) =
8.00
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 7.12�
RA
m
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) 6.54
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 217.00 563.00 FEET.
FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 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.) = 6.54
RAINFALL INTENSITY(INCH/HR) = 5.14
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 1.45
TOTAL STREAM AREA(ACRES) = 1.49
PEAK FLOW RATE(CFS) AT CONFLUENCE 7.12
FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 199.00
ELEVATION DATA: UPSTREAM(FEET) = 74.00 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.281
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.821
SUBAREA Tc AND LOSS RATE DATA(AMC III).
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.35 0.27 0.10 86 7.28
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.51
TOTAL AREMACRES) = 0.35 PEAK FLOW RATE(CFS) 1.51
FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAMWEET) 46.93
FLOW LENGTHWEET) = 24.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.74
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.51
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) 7.31
LONGEST FLOWPATH FROM NODE 215.00 TO NODE 217.00 223.00 FEET.
FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 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:
30
TIME OF CONCENTRATION(MIN.) = 7.31
FLOW RATE TABLE
**
RAINFALL INTENSITY(INCH/HR) = 4.81
STREAM
AREA -AVERAGED Fm(INCH/HR) = 0.03
Tc
Intensity
Fp(Fm)
AREA -AVERAGED Fp(INCH/HR) = 0.27
Ae
HEADWATER
NUMBER
AREA -AVERAGED Ap = 0.10
(MIN.)
(INCH/HR)
(INCH/HR)
EFFECTIVE STREAM AREA(ACRES) 0.35
(ACRES)
NODE
1
TOTAL STREAM AREA(ACRES) = 0.35
5.46
5.727
0.27( 0.03)
PEAK FLOW RATE(CFS) AT CONFLUENCE
1.51
212.00
2
** CONFLUENCE DATA **
6.54
5.143
0.27( 0.03)
STREAM Q Tc Intensity Fp(Fm)
Ap Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR)
(ACRES)
NODE
1 6.97 5.46 5.727 0.27(
0.03)
0.10 1.3
212.00
1 7.12 6.54 5.143 0.27(
0.03)
0.10 1.4
201.00
1 7.12 6.54 5.140 0.27(
0.03)
0.10 1.4
206.00
1 7.08 6.66 5.087 0.27(
0.03)
0.10 1.5
203.00
1 6.68 7.58 4.704 0.27(
0.03)
0.10 1.5
209.00
2 1.51 7.31 4.811 0.27(
0.03)
0.10 0.3
215.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
8.32
5.46
5.727
0.27( 0.03)
0.10
1.5
212.00
2
8.56
6.54
5.143
0.27( 0.03)
0.10
1.8
201.00
3
8.56
6.54
5.140
0.27( 0.03)
0.10
1.8
206.00
4
8.54
6.66
5.087
0.27( 0.03)
0.10
1.8
203.00
5
8.31
7.31
4.811
0.27( 0.03)
0.10
1.8
215.00
6
8.15
7.58
4.704
0.27( 0.03)
0.10
1.8
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.56 Tc(MIN.) = 6.54
EFFECTIVE AREA(ACRES) 1.76 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.84
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 217.00 563.00 FEET.
FLOW PROCESS FROM NODE 217.00 TO NODE 220.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 46.93 DOWNSTREAM(FEET) 46.77
FLOW LENGTH(FEET) = 11.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.59
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 8.56
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) 6.56
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 220.00 574.00 FEET.
FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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.) = 6.56
RAINFALL INTENSITY(INCH/HR) = 5.13
31
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.76
TOTAL STREAM AREA(ACRES) = 1.84
PEAK FLOW RATE(CFS) AT CONFLUENCE 8.56
FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 IS CODE = 21
----------------------------------------------------------------------------
>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 140.00
ELEVATION DATA: UPSTREAM(FEET) = 57-98 DOWNSTREAM(FEET) S3.98
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANCE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
5.000
* 100 YEAR RAINFALL
INTENSITY(INCH/HR) =
6.040
SUBAREA Tc AND LOSS
RATE DATA(AMC III):
DEVELOPMENT TYPE/
SCS SOIL AREA
Fp
Ap SCS Tc
LAND USE
GROUP (ACRES)
(INCH/HR)
(DECIMAL) CN (MIN.)
COMMERCIAL
C 0.13
0.27
0.10 86 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS)
0.70
TOTAL AREA(ACRES) =
0.13 PEAK FLOW
RATE(CFS)
0.70
FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53-50 DOWNSTREAM(FEET) 46.77
FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.19
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.70
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) 5.04
LONGEST FLOWPATH FROM NODE 218.00 TO NODE 220.00 167.00 FEET.
FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUM13ER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.04
RAINFALL INTENSITY(INCH/HR) = 6.01
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.13
TOTAL STREAM AREA(ACRES) = 0.13
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.70
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUM13ER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
I
32
1
8.32
5.48
5.714
0.27(
0.03)
0.10
1.5
212.00
1
8.56
6.S6
5.133
0.27(
0.03)
0.10
1.8
201.00
1
8.56
6.57
5.129
0.27(
0.03)
0.10
1.8
206.00
1
8.54
6.68
5.077
0.27(
0.03)
0.10
1.8
203.00
1
8.31
7.33
4.802
0.27(
0.03)
0.10
1.8
215.00
1
8.15
7.60
4.696
0.27(
0.03)
0.10
1.8
209.00
2
0.70
S.04
6.014
0.27(
0.03)
0.10
0.1
218.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity
Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR) (ACRES)
NODE
1 8.74 5.04 6.014
0.27( 0.03) 0.10 1.5
218.00
2 8.99 5.48 5.714
0.27( 0.03) 0.10 1.7
212.00
3 9.16 6.56 5.133
0.27( 0.03) 0.10 1.9
201.00
4 9.16 6.S7 5.129
0.27( 0.03) 0.10 1.9
206.00
5 9.13 6.68 5.077
0.27( 0.03) 0.10 1.9
203.00
6 8.87 7.33 4.802
0.27( 0.03) 0.10 2.0
215.00
7 8.70 7.60 4.696
0.27( 0.03) 0.10 2.0
209.00
COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.16
Tc(MIN.) = 6.56
EFFECTIVE AREMACRES) 1.89
AREA -AVERAGED Fm(INCH/HR)
= 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.97
LONGEST FLOWPATH FROM NODE 201.00
TO NODE 220.00 574.00 FEET.
FLOW PROCESS FROM NODE 220.00
TO NODE 223.00 IS CODE =
41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE
(EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET)
46.77 DOWNSTREAM(FEET)
45.47
FLOW LENGTHWEET) = 94.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE
IS 10.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) =
8.56
GIVEN PIPE DIAMETER(INCH) = 18.00
NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 9.16
PIPE TRAVEL TIME(MIN.) = 0.18
Tc(MIN.) 6.74
LONGEST FLOWPATH FROM NODE 201.00
TO NODE 223.00 668.00 FEET.
FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 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.) = 6.74
RAINFALL INTENSITY(INCH/HR) = 5.05
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.89
TOTAL STREAM AREA(ACRES) = 1.97
PEAK FLOW RATE(CFS) AT CONFLUENCE 9.16
FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE 21
----------------------------------------------------------------------------
33
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 146.00
ELEVATION DATA: UPSTREAM(FEET) = 73.73 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.439
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.190
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.21 0.27 0.10 86 6.44
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.98
TOTAL AREMACRES) = 0.21 PEAK FLOW RATE(CFS) 0.98
FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.82 DOWNSTREAM(FEET) 45.47
FLOW LENGTH(FEET) = 77.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10-03
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 0.98
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) 6.57
LONGEST FLOWPATH FROM NODE 221.00 TO NODE 223.00 223.00 FEET.
FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.57
RAINFALL INTENSITY(INCH/HR) = 5.13
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(fNCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.21
TOTAL STREAM AREMACRES) = 0.21
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.98
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
8.74
5.22
S.885
0.27( 0.03)
0.10
l.S
218.00
1
8.99
5.67
5.602
0.27( 0.03)
0.10
1.7
212.00
1
9.16
6.74
5.049
0.27( 0.03)
0.10
1.9
201.00
1
9.16
6.75
S.046
0.27( 0.03)
0.10
1.9
206.00
1
9.13
6.86
4.995
0.27( 0.03)
0.10
1.9
203.00
1
8.87
7.51
4.731
0.27( 0.03)
0.10
2.0
215.00
1
8.70
7.79
4.629
0.27( 0.03)
0.10
2.0
209.00
2
0.98
6.57
5.129
0.27( 0.03)
0.10
0.2
221.00
RAINFALL
INTENSITY AND
TIME OF CONCENTRATION
RATIO
34
1- CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity
Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR) (ACRES)
NODE
1 9.63 5.22 5.885
0.27( 0.03) 0.10 1.7
218.00
2 9.91 5.67 5.602
0.27( 0.03) 0.10 1.8
212.00
3 10.11 6.57 5.129
0.27( 0.03) 0.10 2.1
221.00
4 10.13 6.74 5.049
0.27( 0.03) 0.10 2.1
201.00
5 10.12 6.75 5.046
0.27( 0.03) 0.10 2.1
206.00
6 10.08 6.86 4.995
0.27( 0.03) 0.10 2.1
203.00
7 9.77 7.51 4.731
0.27( 0.03) 0.10 2.2
215.00
8 9.58 7.79 4.629
0.27( 0.03) 0.10 2.2
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.13
Tc(MIN.) = 6.74
EFFECTIVE AREA(ACRES) 2.10
AREA -AVERAGED Fm(INCH/HR)
= 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.18
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 223.00 668.00 FEET.
FLOW PROCESS FROM NODE 223.00
TO NODE 226.00 IS CODE
= 41
----------------------------------------------------------------------------
>>>>>COMP`UTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET)
45.47 DOWNSTREAM(FEET)
45.24
FLOW LENGTH(FEET) = 8.00 MANNING'S
N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE
IS 8.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) =
11.57
GIVEN PIPE DIAMETER(INCH) = 18.00
NUMBER OF PIPES
PIPE-FLOW(CFS) 10.13
PIPE TRAVEL TIME(MIN.) = 0.01
Tc(MIN.) 6.75
LONGEST FLOWPATH FROM NODE 201.00
TO NODE 226.00
676.00 FEET.
FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.75
RAINFALL INTENSITY(INCH/HR) = 5.04
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 2.10
TOTAL STREAM AREMACRES) = 2.18
PEAK FLOW RATE(CFS) AT CONFLUENCE 10.13
FLOW PROCESS FROM NODE 224.00 TO NODE 225.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 148.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 55.38
Nw- Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.03S
35
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.015
SU13AREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.51 0.27 0.10 86 5.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 2.75
TOTAL AREMACRES) = 0.51 PEAK FLOW RATE(CFS) 2.75
FLOW PROCESS FROM NODE 225.00 TO NODE 226.00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 51.55 DOWNSTREAM(FEET) 45.24
FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 18.25
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 2.75
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) 5.06
LONGEST FLOWPATH FROM NODE 224.00 TO NODE 226.00 173.00 FEET.
FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 IS
CODE
= I
----------------------------------------------------------------------------
>>>>>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.), = 5.06
RAINFALL INTENSITY(INCH/HR) = 6.00
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.51
TOTAL STREAM AREA(ACRES) = 0.51
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.7S
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm)
Ap Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR)
(ACRES)
NODE
1 9.63 5.23 5.877 0.27( 0.03)
0.10
1.7
218.00
1 9.91 5.68 5.595 0.27( 0.03)
0.10
1.8
212.00
1 10.11 6.58 5.123 0.27( 0.03)
0.10
2.1
221.00
1 10.13 6.75 5.044 0.27( 0.03)
0.10
2.1
201.00
1 10.12 6.76 5.040 0.27( 0.03)
0.10
2.1
206.00
1 10.08 6.87 4.990 0.27( 0.03)
0.10
2.1
203.00
1 9.77 7.S2 4.727 0.27( 0.03)
0.10
2.2
21S.00
1 9.58 7.80 4.625 0.27( 0.03)
0.10
2.2
209.00
2 2.75 5.06 5.998 0.27( 0.03)
0.10
0.5
224.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION
RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm)
Ap Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR)
(ACRES)
NODE
1 12.25 5.06 5.998 0.27( 0.03)
0.10
2.2
224.00
2 12.33 5.23 5.877 0.27( 0.03)
0.10
2.2
218.00
36
3 12.47 5.68 5.595 0.27( 0.03) 0.10 2.3
212.00
4 12.46 6.58 5.123 0.27( 0.03) 0.10 2.6
221.00
5 12.43 6.75 5.044 0.27( 0.03) 0.10 2.6
201.00
6 12.43 6.76 5.040 0.27( 0.03) 0.10 2.6
206.00
7 12.37 6.87 4.990 0.27( 0.03) 0.10 2.6
203.00
8 11.93 7.52 4.727 0.27( 0.03) 0.10 2.7
215.00
9 11.70 7.80 4.625 0.27( 0.03) 0.10 2.7
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.47 Tc(MIN.) = S.68
EFFECTIVE AREMACRES) 2.35 AREA -AVERAGED Fm(INCH/HR)
= 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.69
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 226.00 676.00 FEET.
FLOW PROCESS FROM NODE 226.00 TO NODE 229.00 IS CODE =
41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 45.24 DOWNSTREAM(FEET)
44.97
FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.27
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 12.47
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) S.73
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 229.00 700.00 FEET.
FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.73
RAINFALL INTENSITY(INCH/HR) = 5.57
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 2.35
TOTAL STREAM AREA(ACRES) = 2.69
PEAK FLOW RATE(CFS) AT CONFLUENCE 12.47
FLOW PROCESS FROM NODE 227.00 TO NODE 228.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) 141.00
ELEVATION DATA: UPSTREAM(FEET) = 75.82 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.040
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.20 0.27 0.10 86 5.00
SUBAREA AVERAGE PERVIOUS DOSS RATE, Fp(INCH/HR) = 0.27
37
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
**
SUBAREA RUNOFF(CFS) 1.08
TOTAL AREMACRES) 0.20 PEAK FLOW RATE(CFS)
1.08
STREAM
Q
FLOW PROCESS FROM NODE 228.00 TO NODE 229.00 IS CODE
= 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
Ap
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
HEADWATER
ELEVATION DATA: UPSTREAM(FEET) 53.38 DOWNSTREAM(FEET)
44.97
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.011
(INCH/HR)
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.21
NODE
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
13.33
PIPE-FLOW(CFS) = 1.08
5.964
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) 5.13
0.10
LONGEST FLOWPATH FROM NODE 227.00 TO NODE 229.00
221.00 FEET.
2
13.35
FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 IS CODE
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
0.10
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
227.00
TOTAL NUMBER OF STREAMS = 2
13.39
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
5.844
TIME OF CONCENTRATION(MIN.) = 5.13
0.10
RAINFALL INTENSITY(INCH/HR) = 5.95
218.00
AREA -AVERAGED Fm(INCH/HR) = 0.03
13.48
AREA -AVERAGED Fp(INCH/HR) = 0.27
5.567
AREA -AVERAGED Ap = 0.10
0.10
EFFECTIVE STREAM AREMACRES) 0.20
212.00
TOTAL STREAM AREMACRES) = 0.20
13.38
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.08
5.101
** CONFLUENCE DATA **
0.10
STREAM Q ' Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES)
NODE
1 12.25 S.11 5.964 0.27( 0.03) 0.10 2.2
224.00
1 12.33 5.28 5.844 0.27( 0.03) 0.10 2.2
218.00
1 12.47 5.73 5.567 0.27( 0.03) 0.10 2.3
212.00
1 12.46 6.63 5.101 0.27( 0.03) 0.10 2.6
221.00
1 12.43 6.80 5.022 0.27( 0.03) 0.10 2.6
201.00
1 12.43 6.81 5.019 0.27( 0.03) 0.10 2.6
206.00
1 12.37 6.92 4.969 0.27( 0.03) 0.10 2.6
203.00
1 11.93 7.57 4.709 0.27( 0.03) 0.10 2.7
215.00
1 11.70 7.85 4.608 0.27( 0.03) 0.10 2.7
209.00
2 1.08 5.13 5.947 0.27( 0.03) 0.10 0.2
227.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
13.33
5.11
5.964
0.27( 0.03)
0.10
2.4
224.00
2
13.35
5.13
5.947
0.27( 0.03)
0.10
2.4
227.00
3
13.39
5.28
5.844
0.27( 0.03)
0.10
2.4
218.00
4
13.48
5.73
5.567
0.27( 0.03)
0.10
2.5
212.00
5
13.38
6.63
5.101
0.27( 0.03)
0.10
2.8
221.00
6
13.35
6.80
5.022
0.27( 0.03)
0.10
2.8
201.00
7
13.34
6.81
5.019
0.27( 0.03)
0.10
2.8
206-00
38
8 13.27 6.92 4.969 0.27( 0.03) 0.10 2.8 203.00
9 12.79 7.57 4.709 0.27( 0.03) 0.10 2.9 215.00
10 12.53 7.85 4.608 0.27( 0.03) 0.10 2.9 209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 13.48 Tc(MIN.) = 5.73
EFFECTIVE AREA(ACRES) 2.55 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 2.89 229.00 700.00 FEET.
LONGEST FLOWPATH FROM NODE 201.00 TO NODE
FLOW PROCESS FROM NODE 229.00 TO NODE 301-00 IS CODE = 41
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.97 DOWNSTREAM(FEET) 43.65
FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC-) = 12.27
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 13.48
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.79 747.00 FEET.
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 301.00
FLOW PROCESS FROM
NODE
301.00
TO NODE 301.00
IS CODE
= 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 3 WITH
THE MAIN -STREAM MEMORY<<<<<
MAIN
STREAM CONFLUENCE DATA
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae HEADWATER
NUMBER
(CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
13.33
5.17
5.920
0.27( 0.03)
0.10
2.4
224.00
2
13.35
5.19
5.903
0.27( 0.03)
0.10
2.4
227.00
3
13.39
5.35
5.802
0.27( 0.03)
0.10
2.4
218-00
4
13.48
5.79
5.530
0.27( 0.03)
0.10
2.5
212.00
5
13.38
6.69
5.072
0.27( 0.03)
0.10
2.8
221.00
6
13.3S
6.87
4.994
0.27( 0.03)
0.10
2.8
201-00
7
13.34
6.87
4.991
0.27( 0.03)
0.10
2.8
206.00
8
13.27
6.99
4.942
0.27( 0.03)
0.10
2.8
203.00
9
12.79
7.64
4.68S
0.27( 0.03)
0.10
2.9
215-00
10
12.53
7.92
4.585
0.27( 0.03)
0.10
2.9
209-00
LONGEST
FLOWPATH
FROM NODE 201.00 TO NODE
301.00
747.00 FEET.
** MEMORY BANK #
3 CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
39.04
5.17
5.920
0.27( 0.03)
0.10
6.2
134.00
2
39.35
S.28
5.848
0.27( 0.03)
0.10
6.3
131.00
3
42.69
6.59
S.116
0.27( 0.03)
0.10
7.8
121-00
4
42.85
6.65
5.089
0.27( 0.03)
0.10
7.9
124.00
S
43.07
6.75
5.046
0.27( 0.03)
0.10
8.1
116.00
6
43.45
6.94
4.961
0.27( 0.03)
0.10
8.3
111.00
7
44.10
7.33
4.800
0.27( 0.03)
0.10
8.8
126.50
8
44.35
7.61
4.695
0.27( 0.03)
0.10
9.1
119.00
9
44.36
7.89
4.594
0.27( 0.03)
0.10
9.3
128.00
10
44.24
8.15
4.505
0.27( 0.03)
0.10
9.5
114.00
11
43.92
8.71
4.330
0.27( 0.03)
0.10
9.9
109.00
12
43.15
9.33
4.153
0.27( 0.03)
0.10
10.2
126.10
13
41.39
10.30
_3.915
0.27( 0.03)
0.10
10.6
118.50
39
LONGEST FLOWPATH FROM NODE 118.50 TO
NODE
301.00 = 1563-00 FEET.
PEAK FLOW RATE
TABLE
STREAM
Q
Tc Intensity
Fp(Fm)
Ap Ae HEADWATER
NUMBER
(CFS) (MIN.) (INCH/HR)
(INCH/HR)
(ACRES) NODE
1
52.38
5.17
5.920
0.27(
0.03)
0.10
8.5
134.00
2
52.38
5.17
5.920
0.27(
0.03)
0.10
8.5
224.00
3
52.46
5.19
5.903
0.27(
0.03)
0.10
8.6
227.00
4
52.72
5.28
5.848
0.27(
0.03)
0.10
8.7
131.00
5
52.91
5.35
5.802
0.27(
0.03)
0.10
8.8
218.00
6
54.13
5.79
5.530
0.27(
0.03)
0.10
9.4
212.00
7
56.08
6.59
5.116
0.27(
0.03)
0.10
10.6
121.00
8
56.23
6.65
5.089
0.27(
0.03)
0.10
10.7
124.00
9
56.32
6.69
5.072
0.27(
0.03)
0.10
10.8
221.00
10
56.44
6.75
5.046
0.27(
0.03)
0.10
10.8
116.00
11
56.65
6.87
4.994
0.27(
0.03)
0.10
11.0
201.00
12
56.66
6.87
4.991
0.27(
0.03)
0.10
11.0
206.00
13
56.75
6.94
4.961
0.27(
0.03)
0.10
11.1
111.00
14
56.80
6.99
4.942
0.27(
0.03)
0.10
11.2
203.00
15
57.12
7.33
4.800
0.27(
0.03)
0.10
11.6
126.50
16
57.16
7.61
4.695
0.27(
0.03)
0.10
12.0
119.00
17
57.14
7.64
4.68S
0.27(
0.03)
0.10
12.0
215.00
18
56.92
7.89
4.594
0.27(
0.03)
0.10
12.2
128.00
19
56.88
7.92
4.585
0.27(
0.03)
0.10
12.2
209.00
20
56.55
8.15
4.505
0.27(
0.03)
0.10
12.4
114.00
21
55.75
8.71
4.330
0.27(
0.03)
0.10
12.8
109.00
22
54.50
9.33
4.153
0.27(
0.03)
0.10
13.1
126.10
23
52.08
10.30
3.915
0.27(
0.03)
0.10
13.4
118.50
TOTAL AREA(ACRES)
13.44
COMPUTED
CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) =
57.16 Tc(MIN.)
= 7.608
EFFECTIVE AREA(ACRES)
11.97 AREA -AVERAGED Fm(INCH/HR)
= 0.03
AREA -AVERAGED
Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap
= 0.10
TOTAL AREA(ACRES)
=
13.44
LONGEST
FLOWPATH
FROM NODE 118.SO
TO NODE
301.00
= 1563.00
FEET.
END OF STUDY
SUMMARY:
TOTAL AREA(ACRES)
13.44
TC(MIN.)
7.61
EFFECTIVE AREA(ACRES)
11.97
AREA -AVERAGED Fm(INCH/HR)=
0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap
= 0.10
PEAK FLOW RATE(CFS)
S7.16
** PEAK
FLOW RATE
**
STREAM
Q
-TABLE
Tc
Intensity
Fp(Fm)
Ap
Ae HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES) NODE
1
52.38
5.17
5.920
0.27(
0.03)
0.10
8.5
134.00
2
52.38
5.17
5.920
0.27(
0.03)
0.10
8.5
224.00
3
52.46
5.19
5.903
0.27(
0.03)
0.10
8.6
227.00
4
52.72
5.28
5.848
0.27(
0.03)
0.10
8.7
131-00
5
52.91
5.35
5.802
0.27(
0.03)
0.10
8.8
218.00
6
54.13
5.79
5.530
0.27(
0.03)
0.10
9.4
212.00
7
56.08
6.59
5.116
0.27(
0.03)
0.10
10.6
121-00
8
56.23
6.65
5.089
0.27(
0.03)
0.10
10.7
124.00
9
56.32
6.69
5.072
0.27(
0.03)
0.10
10.8
221.00
10
56.44
6.75
5.046
0.27(
0.03)
0.10
10.8
116.00
11
56.65
6.87
4.994
0.27(
0.03)
0.10
11.0
201.00
12
56.66
6.87
4.991
0.27(
0.03)
0.10
11.0
206.00
13
56.75
6.94
4.961
0.27(
0.03)
0.10
11.1
111.00
14
S6.80
6.99
4.942
0.27(
0.03)
0.10
11.2
203.00
is
57.12
7.33
4.800
0.27(
0.03)
0.10
11.6
126.50
16
57.16
7.61
4.695
0.27(
0.03)
0.10
12.0
119.00
17
57.14
7.64
4.685
0.27(
0.03)
0.10
12.0
215.00
C, V
18
56.92
7.89
4.594
0.27(
0.03)
0.10
12.2
128.00
19
56.88
7.92
4.S85
0.27(
0.03)
0.10
12.2
209.00
20
56.55
8.15
4.505
0.27(
0.03)
0.10
12.4
114.00
21
55.75
8.71
4.330
0.27(
0.03)
0.10
12.8
109.00
22
54.50
9.33
4.153
0.27(
0.03)
0.10
13.1
126.10
23
52.08
10.30
3.915
0.27(
0.03)
0.10
13.4
118.50
END OF RATIONAL
METHOD ANALYSIS
41
-4 151 '6 18 9 '3 17
'2 bs
IL 16
D 9 0'5�S�S SURVE
1�7
-7 —
C
-- -------- C 0.
C
C4
D
1 js D
C
C ------
A I D S
F Ci- C 'A C
6 m 0
C
-6
-so-,4 GY�AP
C
D A
—1. 5 A144,7, T I j
C
C
SOURCE' 197e-iCS SU VE Y',
7
7L,
�y-
2
C
6
�14 C
.-z
-4
D
C C
D'
D
A
A.. I
2 --7
AIN
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C
A
DURC
OLOG)
S up:(� I n.; EY
F
\�v D
ik 1�11111111
if F
�17
C
�E
2,7
" -. - EM -1
. 4 .-
LOCATION DIAGRAM
UNIT"�D' 1 5 T
HYDROLOGIC SOILS GROUP MAP
FOR
SOUTHCENTRAL AREA
W1
on -Ma
LEGEND
SOIL GROUP BOUNDARY
A SOIL GROUP DESIGNATION
BOUNDARY OF INDICATED SOURCE
-4
M -M - -
INDEX MAP
�2 ' ' 11
S`ai� 1,250,000
I
5
CONTOUR INTERVAL 200 FEET
WITH SUPPLE MEN "AaY CONTOURS AT IOU FOOT INTERVALS
TRAN57ERSE MERCATOR PROJECTION
BASE MAP REPRODUCED FROM U.S.G.S."SAN BERNARDINO" TOPOGRAPHIC MAP
SCALE REDUCED BY 1/2
RDINO Co.
C-4
INDEX MAP
�2 ' ' 11
S`ai� 1,250,000
I
5
CONTOUR INTERVAL 200 FEET
WITH SUPPLE MEN "AaY CONTOURS AT IOU FOOT INTERVALS
TRAN57ERSE MERCATOR PROJECTION
BASE MAP REPRODUCED FROM U.S.G.S."SAN BERNARDINO" TOPOGRAPHIC MAP
SCALE REDUCED BY 1/2
DOW
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN' Engineering Software, (c) 1989-2001 Version 6.4
Rational Hydrology Study Date: 08/03/04
------------------------------------------------------------------------
FONTANA I LINE DZ -4 HYDROLOGY
25 YEAR STORM
JN 04339
------------------------------------------------------------------------
Hall & Forman, Inc. - SIN 950
------------------------------------------------------------------------
Hydrology Study Control Information
------------------------------------------------------------------------
Rational hydrology study storm event year is 25.0
10 Year storm 1 hour rainfall = 0.930(In.)
100 Year storm 1 hour rainfall = 1.350(In.)
Computed rainfall intensity:
Storm year = 25.00 1 hour rainfall 1.097 (In.)
Slope used for rainfall intensity curve b 0-6000
Soil antecedent moisture condition (AMC) 2
......................................................................
Process from Point/Station 600.000 to Point/Station 601.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Pm)=
Initial subarea data:
Initial area flow distance 1000.000(Ft.)
Top (of initial area) elevation = 1065-OOO(Ft.)
Bottom (of initial area) elevation = 1060.000(Ft-)
Difference in elevation = 5.000(Ft.)
Slope = 0.00500 s(*-.)= 0.50
TC = k(O.304)*[(length-3)/(elevation change)1^0.2
Initial area time of concentration 13.902 min.
Rainfall intensity = 2.638(In/Hr) for a 25.0
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff = 11.541(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction 0.100
Initial area Fm value 0.073(In/Hr)
0.073(In/Hr)
.year storm
is C = 0.875
......................................................................
Process from Point/Station 601.000 to Point/Station 602.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1060.000(Ft.)
End of street segment elevation = 1058.300(Ft.)
95�
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0-020
Street flow is on [21 side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0-020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street = 17.312(CFS)
Depth of flow = 0.476(Ft.), Average velocity = 2.344(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 19.032(Ft.)
Flow velocity 2.34(Ft/s)
Travel time = 2.35 min. TC 16.25 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr)
Rainfall intensity = 2.402(In/Hr) for a 25-0 year storm
Effective runoff coefficient used for area, (total area with modified
rational method)(Q=KCIA) is C = 0.873
Subarea runoff 9..420(CFS) for 5.000(Ac.)
Total runoff = 20.962(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) 10.00(Ac.)
Area averaged Fm value 0.073(In/Hr)
Street flow at end of street = 20.962(CFS)
Half street flow at end of street = 10.481(CFS)
Depth of flow = 0.503(Ft.), Average velocity = 2-480(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
......................................................................
Process from Point/Station 602.000 to Point/Station 603-000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1058.300(Ft.)
End of street segment elevation = 1055.000(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In-)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [21 si.de(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.564(Ft.), Average velocity =
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity 2.89(Ft/s)
Travel time = 3.81 min. TC 20.06 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
31.443(CFS)
2.888(Ft/s)
853
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr)
Rainfall intensity = 2.117(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0.869
Subarea runoff 15.828(CFS) for 10.000(Ac.)
Total runoff = 36.790(CFS)
Effective area this stream = 20.00(Ac.).
Total Study Area (Main Stream No. 1) = 20-OO(Ac.)
Area averaged Fm value = 0.073(In/Hr)
Street flow at end of street = 36.790(CFS)
Half street flow at end of street = 18.395(CFS)
Depth of flow = 0.591(Ft.), Average velocity = 3.073(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
......................................................................
Process from Point/Station 603.000 to Point/Station 607.000
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 1055.000(Ft.)
End of street segment elevation = 1052.000(Ft.)
Length of street segment = 660.000(Ft.)
Height
of curb above
gutter flowline =
8.0(In.)
Width
of half street
(curb to crown) =
42.000(Ft.)
Distance
from crown
to crossfall grade
break = 40.500(Ft.)
Slope.from
gu�ter to
grade break (v/hz)
= 0-0.20
Slone
from crrade break
to crown (v/hz)
= 0.020
Street flow is on [11 side(s) of the street
Distance from curb to property line = 13.000(Ft-)
Slope from curb to property line (v/hz) = 0-020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.784(Ft.), Average velocity =
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property
Streetflow hydraulics at. midpoint of street travel:
Halfstreet flow width = 34.469(Ft.)
Flow velocity 2.99(Ft/s)
36.790(CFS)
2.991(Ft/s)
5.89 (Ft.)
� 5 /-
Travel time = 3.68 min. TC 23.74 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr)
Rainfall intensity = 1. 914 (In/Hr) f or a 25.0 year storm
Effective runoff coefficient used for area, (total area with modified
rational method)(Q=KCIA) is C = 0.865
Subarea runoff 0.000(CFS) for 0.000(Ac.)
Total runoff = 36.790(CFS)
Effective area this stream = 20.00(Ac.)
Total Study Area (Main Stream No. 1) = 20.00(Ac.)
Area averaged Fm value = 0.073(In/Hr)
Street flow at end of street = 36.790(CFS)
Half street flow at end of street = 36.790(CFS)
Depth of flow = 0.784(Ft.), Average velocity 2.991(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property 5.89(Ft.)
Flow width (from curb towards crown)= 34.469(Ft.)
......................................................................
Process from Point/Station 607.000 to Point/Station 607.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 20.000(Ac.)
Runoff from this stream = 36.790(CFS)
Time of concentration 23.74 min -
Rainfall intensity = 1-914(In/Hr)
Area averaged loss rate (Fm) = 0-0734(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
......................................................................
Process from Point/Station 604.000 to Point/Station 605.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(AP) = 0.1000 Max loss rate (Fm) 0.073(In/Hr)
Initial subarea data:
Initial -...area flow distance 1000.000(Ft.)
Top (of initial area) elevation = 1062-900(Ft.)
Bottom (of initial area) elevation = 1057.900(Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.00500 s(o-.)= 0.50
TC = k(O.304)*[(length-3)/(elevation change)] -0.2
Initial area time of concentration = 13.902 min.
Rainfall intensity = 2.638(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C 0.875
Subarea runoff = 11.541(CFS)
6121:1 -
Total initial stream area = 5.000(Ac-)
Pervious area fraction 0.100
Initial area Fm value 0.073(In/Hr)
......................................................................
Process from Point/Station 605.000 to Point/Station 606.000
**** -STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1057.900(Ft.)
End of street segment elevation = 1055.900(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft.)
Slope from gutter to grade break (v/hz) 0.020
Slone fro arade break to crown (v/hz) 0.020
Street flow is on [21 side(s) of the street
Distance from curb to.property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.4641,Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.447(Ft.)
Flow velocity 2.49(Ft/s)
Travel time = 2.21 min. TC 16.11 min -
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0-000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0-000
SCS curve number for soil(AMC 2) = 56.00
17.312(CFS)
�_492(Ft/s)
Pervious ratio(Ap) = 0-1000 Max loss rate(Fm)= 0.073(In/Hr)
Rainfall intensity = 2.415(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area,(total area with modified
rational method)(Q=KCIA) is C = 0-873
Subarea runoff 9.532(CFS) for 5.000(Ac.)
Total runoff = 21.074(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) _- 30_00(Ac.)
Area averaged Fm value = 0.073(In/Hr)
Street flow at end of street = 21.074(CFS)
Half street flow at end of street = 10.537(CFS)
Depth of flow = 0.493(Ft.), Average velocity = 2.616(Ft/s)
Flow width (from curb towards crown)= 19.892(Ft.)
......................................................................
Process from Point/Station 606.000 to Point/Station 607.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1055.900(Ft.)
End of street segment elevation = 1052-OOO(Ft-)
4ength of street segment = 660-OOO(Ft.)
IN t2 (-
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break 18.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [21 side(s) of the street
Distance from curb to property line = 10.000 (Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street = 31.611(CFS)
Depth of flow = 0.551(Ft.), Average velocity = 3.043(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity 3.04(Ft/s)
Travel time = 3.61 min. TC 19.72 min.
Adding area flow to street
CONDOMINIUM subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0-000
SCS curve number for soil(AMC 2) = 56.00
Per-vious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0. 257 (In/Hr)
Rainfall intensity = 2.139(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area, (total area with modified
rational method)(Q=KCIA) is C = 0-831
Subarea runoff 14.451(CFS) for 10.000(Ac-)
Total runoff = 35.524(CFS)
Effective area this stream = 20-OO(Ac.)
Total Study Area (Main Stream No. 1) = 40.00(Ac.)
Area averaged Fm value = 0.165(In/Hr)
Street flow at end of street = 35-524(CFS)
Half street flow at end of street = 17.762(CFS)
Depth of flow = 0.570(Ft.), Average velocity = 3.187(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
......................................................................
Process from Point/Station 607.000 to Point/Station 607.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream numbe
Stream flow area =
Runoff from this stream
Time of concentration
Rainfall intensity =
Area averaged loss rate
Area averaged Per-vious
Summary of stream data:
Stream Flow rate
No. (CFS)
r: I in normal stream number 2
20.000(Ac.)
35.524(CFS)
19.72 min.
2.139 (In/Hr)
(Fm) = 0.1651(In/Hr)
ratio (Ap) = 0.2250
TC Rainfall Intensity
(min) (In/Hr)
E'�
1 36.790 23.74
2 35.524 19.72
Qmax (1) =
Qmax (2) =
1.000 * 1.000 *
0.886 * 1.000 *
1.122 * 0.831 *
1.000 * 1.000 *
1.914
2.139
36.790) +
35.524) + 68.267
36.790) +
35.524) + 69-831
Total of 2 streams to confluence:
Flow rates before confluence point:
36.790 35.524
Maximum flow rates at confluence using above data:
68.267 69.831
Area of streams before confluence:
20-000' 20.000
Effective area values after confluence:
40.000 36.620
Results of confluence:
Total flow rate = 69.831(CFS)
Time of concentration = 19.724 min.
Effective stream area after confluence 36.620(Ac.)
Stream Area average Pervious fraction(Ap) 0.163
Stream Area average soil loss rate(Pm) = 0.119(In/Hr)
Study area (this main stream) = 40.00(Ac.)
......................................................................
Process from Point/Station 607-000 to Point/Station 45.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1047.000(Ft.)
Downstream point/station elevation 1041.000(Ft.)
Pipe length = 660.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 69-831(CFS)
Given pipe size = 42.00(In.)
Calculated individual pipe flow 69.831(CFS)
Normal flow depth in pipe 26.58(In.)
Flow top width inside pipe 40.49(In.)
Critical Depth = 31.40(In.)
Pipe flow velocity = 10.88(Ft/s)
Travel time through pipe = 1.01 min.
Time of concentration (TC) 20.74 min.
......................................................................
Process from Point/Station 45.000 to Point/Station 45.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 36.620(Ac.)
Runoff from this stream = 69.831(CFS)
Time of concentration 20.74 min.
Rainfall intensity = 2.075(In/Hr)
Area averaged loss rate (Fm) = 0.1193(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1625
......................................................................
Pr,�r--ss from Point/Station 608-000 to Point/Station 609-000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)=
Initial subarea data:
Initial area flow distance 1000.000(Ft.)
Top (of initial area) elevation = 1060.800(Ft.)
Bottom (of initial area) elevation = 1055.800(Ft.)
Difference in elevation 5.000(Ft.)
Slope = 0.00500 s(i)= 0.50
TC = k(O.304)*[(length^3)/(elevation change)1^0.2
Initial area time of concentration = 13.902 min.
Rainfall intensity = 2.638(In/Hr) for a 25.0
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff = 11.541(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction 0-100
Initial area Fm value 0.073(In/Hr)
0.073(In/Hr)
year storm
is C = 0.875
9,12-8
......................................................................
Process from Point/station o-09.000 to Point/Station 610.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1055.800(Ft.)
End of street segment elevation = 1053.500(Ft.)
Length of street segment = 330-OOO(Ft-)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18-500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [21 side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street = 17.312(CFS)
Depth of flow = 0.454(Ft.), Average velocity = 2.626(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.958(Ft-)
Flow velocity 2.63(Ft/s)
Travel time = 2.09 min. TC 16.00 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1-000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0-000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Pm)= 0.073(In/Hr)
Rainfall -intensity = 2.425(In/Hr) for a 25.0 year storm
6 ;/ I
Ef f ective runof f coef f icient used f or area, (total area with modif ied
rational method)(Q=KCIA) is C = 0.873
Subarea runoff 9.624(CFS) for 5.000(Ac.)
Total runoff = 21.166(CFS)
Effective area this stream = 10.00(Ac.)
Total Study Area (Main Stream No. 1) = 50.00(Ac.)
Area averaged Fm value = 0.073(In/Hr)
Street flow at end of street = 21.166(CFS)
Half street flow at end of street = 10.583(CFS)
Depth of flow = 0.483(Ft.), Average velocity = 2.760(Ft/s)
Flow width (from curb towards crown)= 19.399(Ft.)
......................................................................
Process from Point/Station 610.000 to Point/Station 611.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1053.500(Ft.)
End of street segment elevation = 1049_000(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18-500(Ft.)
Slope -from gutter to grade break (v/hz) 0.020
Slope from grade break to crown (v/hz) 0-020
Street flow is on [21 side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street = 31.749(CFS)
Depth of flow = 0.541(Ft-), Average velocity = 3.183(Ft/s)
Note: depth of flow exceeds top of street crown-
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width =- 20.000(Ft.)
Flow velocity 3.18(Ft/s)
Travel time = 3.46 min. TC 19.45 min.
Adding area flow to street
CONDOMINIUM subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Pm)= 0.257(In/Hr)
Rainfall intensity = 2.157(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area, (total area with modified
rational method)(Q=KCIA) is C = 0.831
Subarea runoff 14.680(CFS) for 10.000(Ac.)
Total runoff = 35.846(CFS)
Effective area this stream = 20.00(Ac.)
Total Study Area (Main Stream No. 1) = 60.00(Ac.)
Area averaged Fm value = 0.165(In/Hr)
Street flow at end of street = 35.846(CFS)
Half street flow at end of street = 17.923(CFS) (Ft/s)
Depth of flow = 0.560(Ft.), Average velocity = 3.340
Note: depth of flow exceeds top of streetcrown.
3 �-�:
Flow width (from curb towards crown)= 20.000(Ft.)
......................................................................
Process from Point/Station 611.000 to Point/Station 611.000
CONFLUENCE OF MINOR STREAMS
7% -1 " M n � Ti Q t- -r iciam number: 1 in normal stream number 2
,-� �j
Stream flow area 20.000(Ac.)
Runoff from this stream = 35.846(CFS)
Time of concentration 19.45 min.
Rainfall intensity = 2.157(In/Hr)
Area averaged loss rate (Fm) = 0.1651(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2250
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
Rainfall Intensity
(In/Hr)
1
69.831
20.74
2.075
2
35.846
19.45
2.157
Qmax(l)
=
1.000
* 1.000 *
69.831)
+
0.959
* 1.000 *
35.846)
+ = 104.218
Qmax(2)
=
1.041
* 0.938 *
6-9.831)
+
1.000
* 1.000 *
35.846)
+ = 104.072
Total of 2 streams to confluence:
Flow rates before confluence point:
69.831 35.846
maximum flow rates at confluence using above data:
104.218 104.072
Area of streams before confluence:
36.620 20.000
Effective area values after confluence:
56.620 54.354
Results of confluence:
Total flow rate = 104.218(CFS)
Time of concentration = 20.736 min.
Effective stream area after confluence 56.620(Ac.)
Stream Area average Per-vious fraction(Ap) 0.185
Stream Area average soil loss rate(Fm) = 0.135(In/Hr)
Study area (this main stream) = 56.62(Ac.)
......................................................................
Process from Point/Station 45.000 to Point/Station 90.000
**** P.IPEFLOW.TRAVEL TIME (User specified size).****
upstream point/station elevation = 1040.000(Ft.)
Downstream point/station elevation = 1025.000(Ft.)
Pipe length = 750.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 104.218(CFS)
Given pipe size = 54.00(In-)
Calculated individual pipe flow 104.218(CFS)
Normal flow depth in pipe 22.90(In.)
Flow top width inside pipe 53.37(In.)
Critical Depth = 35.99(In.)
Pipe flow velocity = . 16.23(Ft/s)
Travel time through pipe = 0.77 min.
Time of concentration (TC) 21.51 min.
......................................................................
Process from Point/Station 90.000 to Point/Station 90-000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 56.620(Ac.)
Runoff from this stream 104.218(CFS)
Time of concentration 21.51 min.
Rainfall intensity = 2.031(In/Hr)
Area averaged loss rate (Fm) = 0.1355(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1846
......................................................................
Process from Point/Station 612.000 to Point/Station 613.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr)
Initial subarea data:
Initial area flow distance 1000.000(Ft.)
Top (of initial area) elevation = 1058.700 (Ft")
Bottom (of initial area) elevation = 1053.700 (Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.00500 S(O-.)= 0-50
TC = k(O.304)* [ (length -3)/ (elevation change)] -0.2
Initial area time of concentration = 13.902 min.
Rainfall intensity = 2.638(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.875
Subarea runoff = 11.541(CFS)
Total initial stream area = 5.000(Ac.)
Pervious area fraction 0.100
Initial area Fm value 0.073(In/Hr)
......................................................................
Process from Point/Station 613.000 to Point/Station 614.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1053.700(Ft.)
End of street segment elevation = 1051.100(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500(Ft
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [21 side(s) of the street
Distance from curb to property line = 10-OOO(Ft.)
Slope from curb to property line (v/hz) = 0.020
E �.
Cutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street � 17.312(CFS)
Depth of flow = 0.446(Ft.), Average velocity = 2.750(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.539(Ft.)
Flow velocity 2.75(Ft/s)
Travel time = 2.00 min. TC 15.90 min.
Adding area flow to street
COMMERCIAL subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1-000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Per-vious ratio(Ap) = 0.1000 Max loss rate(Pm)= 0. 073 (In/Hr)
Rainfall intensity = 2.434(In/Hr) for a 25.0 year storm
Effective r-unoff coefficient used for area, (total area with modified
rational method)(Q=KCIA) is C = 0.873
Subarea runoff 9.702(CFS) for 5.000(Ac.)
Total runoff = 21.244(CFS)
Effective area this stream = 10-OO(Ac.)
Total Study Area (Main Stream No. 1) = 70.00(Ac.)
Area averaged Fm value = 0.073(In/Hr)
Street flow at end of s'treet = 21-244(CFS)
Half street flow at end of street = 10.622(CFS)
Depth of flow = 0.474(Ft.), Average velocity = 2.893(Ft/s)
Flow width (from curb towards crown)= 18.975(Ft.)
......................................................................
Process from Point/Station 614.000 to Point/Station 615.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 1051-100(Ft.)
End of street segment elevation = 1046.000(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 18.500 (Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0-020
Street flow is on [21 side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown 0.0150
Estimated mean flow rate at midpoint of street = 31.865(CFS)
Depth of flow = 0.532(Ft.), Average velocity = 3.310(Ft/s)
Note: depth of flow exceeds top of street crown.
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 20.000(Ft.)
Flow velocity 3.31(Ft/s)
Travei time = 3.32 min. TC 19.23 min-
Adding area flow to street
CONDOMINIUM subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.3500 Max loss rate(Fm)= 0. 257 (In/Hr)
Rainfall intensity = 2.172(In/Hr) for a 25.0 year storm
Effective runoff coefficient used for area, (total area with modified
rational method)(Q=KCIA) is C = 0.832
Subarea runoff 14.877(CFS) for 10.000(Ac-)
Total runoff = 36.121(CFS)
Effective area this stream = 20.00(Ac.)
Total Study Area (Main Stream No. 1) = 80.00(Ac.)
Area averaged Fm value = 0.165(In/Hr)
Street flow at end of street = 36.121(CFS)
Half street flow at end of street = 18.060(CFS)
Depth of flow = 0.551(Ft.), Average velocity = 3.479(Ft/s)
Note: depth of flow exceeds top of street crown.
Flow width (from curb towards crown)= 20.000(Ft.)
......................................................................
Process from Point/Station 615.000 to Point/Station 615.000
**** CONFLUENCE OF MINOR STREAMS ****
Alonq Main Stream number: 1 in normal stream number 2
Stream flow area = 20.000(Ac.)
Runoff from this stream 36.121(CFS)
Time of concentration 19.23 min.
Rainfall intensity = 2.172(In/Hr)
Area averaged loss rate (Fm) = 0.1651(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2250
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
Rainfall Intensity
(In/Hr)
1 104.218 21.51 2.031
2 36.121 19.23 2.172
Qmax(l) =
1.000 * 1.000 * 104.218) +
0.930 * 1.000 * 36.121) + 137-795
Qmax (2)
1-075 * 0.894 * 104.218) +
1-000 * 1.000 * 36.121) + 136.232
Total of 2 streams to confluence:
Flow rates before confluence point:
104.218 36.121
Maximum flow rates at confluence using above data:
137.795 136.232
Area of streams before confluence:
56.620 20.000
Effective area values after confluence:
76.620 70.615
Results of confluence:
Total flow rate = 137.795(CFS)
8�z
Time of concentration = 21.506 min.
Effective stream area after confluence 76.620(Ac.)
SL-ceam Area average Pervious fraction(Ap) 0.195
Stream Area average soil loss rate(Fm) = 0.143(In/Hr)
Study area (this main stream) = 76.62(Ac.)
End of computations, Total Study Area 80.00 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
Area averaged pervious area fraction(Ap) = 0.194
Area averaged SCS curve number = 56.0
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DATE
P"ISIONS' D. -APPROVEM _7%E�:4�4
S OF 9
W61NGWEER
177
APPENDIX A-5:
HYDROLOGIC REFERENCE MATERIALS AND MASTER PLAN DOCUMENTATION
W.,
For appendix A-5:
Make a copy from Hydrology Manual
Soil Group Map
Figure B-4
19
4f,
Awl,
HYDRAUpf,
20'
STORM DR -AIN ANALYSIS PLUS
Original version by Los Angeles County Public Works
Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989
Version D0000
Serial Number DOODD000
Jan 2, 2007 16: 4:12
Input file : 1390-D.DAT
Output file: 1390-D.OUT
INPUT FILE LISTING
T1
1390 HOME
DEPOT
FONTANA
LINE 'D'
HYDRAULICS
T2
25 YR STORM - DOWNSTREAM WSE 1043.71
T3
File: 1390
D.DAT
so
977.58
1040.86
36
.013
1043.71
*
990.20
1040.90
36
.010
*
1038.27
1041.50
36
.010
45.00
59.88
*
1354.15
1043.65
36
.010
JX
1358.81
1043.68
36 18
.010
10.33
1044.40
90.00
*
1375.12
1043.76
36
.010
45
*
1412.40
1043.95
36
.010
45
*
1421.14
1044.01
36
.010
JX
1423.14
1044.02
36 12
.010
0.64
1044.97
90.00
R
1474.80
1044.25
36
.010
JX
1476.80
1044.26
36 12
.010
0.68
1045.34
90.00
R
1548.17
1044.63
36
.010
JX
1552.84
1045.15
30 12
.010
2.93
1045.63
53.68
*
1555.29
1045.14
30
.010
45
*
1580.91
1045.29
30
.010
45
*
1907.54
1046.92
30
.010
JX
1911.54
1046.95
30 18
.010
7.61
1047.94
90.00
R
1999.58
1047.39
30
.010
JX
2001.58
1047.40
30 12
.010
1.16
1048.42
90.00
R
2090.71
1047.85
30
.010
JX
2095.38
1048.37
30 12
.010
12.80
1048.85
90.00
R
2095.87
1048.38
24
.010
JX
2097.87
1048.39
24 12
.010
1.45
1048.93
90.00
R
2156.30
1048.67
24
.010
SH
24
1
SP
WATER
SURFACE PROFILE
CHANNEL
DEFINITION LISTING PAGE 1
0 CARD
SECT
CHN NO OF AVE PIER
HEIGHT 1
BASE ZL ZR
INV
Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO
TYPE
PIERS
WIDTH
DIAMETER
WIDTH
DROP
CD
96
4
8.00
CD
72
4
6.00
CD
66
4
5.50
N
PAGE NO 1
PAGE NO 2
W S ELEV
1043.71
RADIUS
ANGLE
ANG PT
MAN H
CD
60
4
.00
.00
5.00
CD
48
4
ANG PT
MAN H
4.00
CD
36
4
0
3.00
RADIUS
CD
30
4
2.50
.00
.00
CD
24
4
2.00
CD
18
4
INVERT -3
INVERT -4
1.50
PHI 4
CD
12
4
.00
90.00
1.00
1
RADIUS
ANGLE
ANG PT
MAN H
0
.00
.00
.45
WATER SURFACE PROFILE
- TITLE CARD LISTING
OHEADING
LINE
NO
I
IS -
MAN H
0
.00
.00
.45
0
1390 HOME DEPOT FONTANA LINE 'D' HYDRAULICS
OHEADING
LINE
NO
2
IS -
MAN H
0
.00
.00
.00
0
25 YR STORM - DOWNSTREAM WSE
1043.71
OHEADING
LINE
NO
3
IS -
Q3
Q4
INVERT -3
0
PHI 3
PHI 4
.6
File: 1390-D.DAT
.0 1044.97
.00
1
.00
RADIUS
ANGLE
0
MAN H
WATER SURFACE PROFILE
ELEMENT CARD LISTING
0 ELEMENT
NO
1
IS
A SYSTEM OUTLET
Q3
UIS DATA
STATION INVERT
SECT
PHI 3
PHI 4
.7
.0 1045.34
977.58 1040.86
36
.00
0 ELEMENT
NO
2
IS
A REACH
PAGE NO
3
RADIUS
UIS DATA
STATION INVERT
SECT
N
990.20 1040.90
36
.010
0 ELEMENT
NO
3
IS
A REACH
U/S DATA
STATION INVERT
SECT
N
1038.27 1041.50
36
.010
0 ELEMENT
NO
4
IS
A REACH
UIS DATA
STATION INVERT
SECT
N
1354.15 1043.65
36
.010
0 ELEMENT
NO
5
IS
A JUNCTION
U/S DATA
STATION INVERT
SECT LAT -1
LAT -2 N
1358.81 1043.68
36 18
0 .010
0 ELEMENT
NO
6
IS
A REACH
U/S DATA
STATION INVERT
SECT
N
1375.12 1043.76
36
.010
0 ELEMENT
NO
7
IS
A REACH
UIS DATA
STATION INVERT
SECT
N
1412.40 1043.95
36
.010
0 ELEMENT
NO
8
IS
A REACH
U/S DATA
STATION INVERT
SECT
N
1421.14 1044.01
36
.010
0 ELEMENT
NO
9
IS
A JUNCTION
U/S DATA
STATION INVERT
SECT LAT -1
LAT -2 N
1423.14 1044.02
36 12
0 .010
0 ELEMENT
NO
10
IS
A REACH
UIS DATA
STATION INVERT
SECT
N
1474.80 1044.25
36
.010
0 ELEMENT
NO
11
IS
A JUNCTION
U/S DATA
STATION INVERT
SECT LAT -1
LAT -2 N
1476.80 1044.26
36 12
0 .010
1
0
WATER SURFACE PROFILE
ELEMENT CARD LISTING
0 ELEMENT
NO
12
IS
A REACH
U/S DATA
STATION INVERT
SECT
N
N
PAGE NO 1
PAGE NO 2
W S ELEV
1043.71
RADIUS
ANGLE
ANG PT
MAN H
.00
.00
.00
0
RADIUS
ANGLE
ANG PT
MAN H
45.00
59.88
.00
0
RADIUS
ANGLE
ANG PT
MAN H
.00
.00
.00
0
Q3
Q4
INVERT -3
INVERT -4
PHI 3
PHI 4
10.3
.0 1044.40
.00
90.00
.00
RADIUS
ANGLE
ANG PT
MAN H
.00
.00
.45
0
RADIUS
ANGLE
ANG PT
MAN H
.00
.00
.45
0
RADIUS
ANGLE
ANG PT
MAN H
.00
.00
.00
0
Q3
Q4
INVERT -3
INVERT -4
PHI 3
PHI 4
.6
.0 1044.97
.00
90.00
.00
RADIUS
ANGLE
ANG PT
MAN H
.00
.00
.00
0
Q3
Q4
INVERT -3
INVERT -4
PHI 3
PHI 4
.7
.0 1045.34
.00
90.00
.00
PAGE NO
3
RADIUS
ANGLE
ANG PT
MAN H
cy
1548.17
1044.63
36
.010
.00
.00
.00
0
0 ELEMENT
NO
13
IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
Q3 Q4 INVERT -3
INVERT -4
PHI 3
PHI 4
1552.84
1045.15
30 12
0 .010
2.9 .0 1045.63
.00
53.68
.00
0 ELEMENT
NO
14
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1555.29
1045.14
30
.010
.00
.00
.45
0
THE ABOVE ELEMENT
CONTAINED AN
INVERT ELEV WHICH WAS NOT GREATER
THAN THE
PREVIOUS INVERT ELEV -WARNING
0 ELEMENT
NO
15
IS
A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1580.91
1045.29
30
.010
.00
.00
.45
0
0 ELEMENT
NO
16
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1907.54
1046.92
30
.010
.00
.00
.00
0
0 ELEMENT
NO
17
IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
Q3 Q4 INVERT -3
INVERT -4
PHI 3
PHI 4
1911.54
1046.95
30 18
0 .010
7.6 .0 1047.94
.00
90.00
.00
0 ELEMENT
NO
18
IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1999.58
1047.39
30
.010
.00
.00
.00
0
0 ELEMENT
NO
19
IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
Q3 Q4 INVERT -3
INVERT -4
PHI 3
PHI 4
2001.58
1047.40
30 12
0 .010
1.2 .0 1048.42
.00
90.00
.00
0 ELEMENT
NO
20
IS
A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
2090.71
1047.85
30
.010
.00
.00
.00
0
0 ELEMENT
NO
21
IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
Q3 Q4 INVERT -3
INVERT -4
PHI 3
PHI 4
2095.38
1048.37
30 12
0 .010
12.8 .0 1048.8S
.00
90.00
.00
1
PAGE NO
4
0
WATER SURFACE
PROFILE
- ELEMENT CARD
LISTING
WARNING
- ADJACENT
SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS
0 ELEMENT
NO
22
IS
A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
2095.87
1048.38
24
.010
.00
.00
.00
0
0 ELEMENT
NO
23
IS
A JUNCTION
UIS DATA
STATION
INVERT
SECT LAT -1 LAT -2 N
Q3 Q4 INVERT -3
INVERT -4
PHI 3
PHI 4
2097.87
1048.39
24 12
0 .010
1.5 0 1048.93
.00
90.00
.00
0 ELEMENT
NO
24
IS
A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
2156.30
1048.67
24
.010
.00
.00
.00
0
0 ELEMENT
NO
25
IS
A SYSTEM HEADWORKS
UIS DATA
STATION
INVERT
SECT
W S ELEV
2156.30
1048.67
24
.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS
NOW BEGINNING
WARNING NO. 2
WATER SURFACE ELEVATION GIVEN IS LESS THAN
OR EQUALS
INVERT ELEVATION IN HDWKDS,
W.S.ELEV
= INV
+ DC
PAGE
1
WATER SURFACE
PROFILE LISTING
1390 HOME DEPOT FONTANA LINE 'D' HYDRAULICS
25 YR
STORM - DOWNSTREAM WSE = 1043.71
File:
1390 D.DAT
0 STATION
INVERT
DEPTH
W.S.
Q
VEL VEL
ENERGY
SUPER CRITICAL
HGT/ BASE/
ZL NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV DEPTH
DIA ID
NO.
PIER
0 L/ELEM so SF AVE HF NORM DEPTH ZR
0 977.58-
1040.86
1.67
1042.S3
46.2
11.46
2.04
1044.57
.00
2.21
3.00
.00
.00
0
.00
0 12.62
.00317
.00827
.10
2.32
.00
0 990.20
1040.90
1.64
1042.54
46.2
11.72
2.14
1044.67
.00
2.21
3.00
.00
.00
0
.00
0 27.69
.01248
.00804
.22
1.46
.00
0 1017.89
1041.25
1.70
1042.94
46.2
11.21
1.95
1044.89
.00
2.21
3.00
.00
.00
0
.00
0 20.38
.01248
.00713
.15
1.46
.00
0 1038.27
1041.50
1.76
1043.26
46.2
10.69
1.77
1045.04
.00
2.21
3.00
.00
.00
0
.00
0 135-53
.00681
.00653
.89
1.75
.00
0 1173-80
1042.42
1.79
1044.21
46.2
10.49
1.71
1045.92
.00
2.21
3.00
.00
.00
0
.00
0 102.28
.00681
.00601
.61
1.75
.00
0 1276.08
1043.12
1.87
1044.98
46.2
10.00
1.55
1046.54
.00
2.21
3.00
.00
.00
0
.00
0 42.81
.00681
.00533
.23
1.75
.00
0 1318.89
1043.41
1.94
1045.35
46.2
9.54
1.41
1046.77
.00
2.21
3.00
.00
.00
0
.00
0 21.90
.00681
.00473
.10
1.75
.00
0 1340.79
1043.S6
2.03
1045.59
46.2
9.09
1.28
1046.87
.00
2.21
3.00
.00
.00
0
.00
0 10.32
.00681
.00421
.04
1.75
.00
0 1351.11
1043.63
2.12
1045.75
46.2
8.67
1.17
1046.91
.00
2.21
3.00
.00
.00
0
.00
0 3.04
.00681
.00376
.01
1.75
.00
0 1354.15
1043.65
2.21
1045.86
46.2
8.26
1.06
1046.92
.00
2.21
3.00
.00
.00
0
.00
OJUNCT STR
.00644
.00263
.01
.00
0 1358.81
1043.68
3.17
1046.85
35.9
5.08
.40
1047.26
.00
1.95
3.00
.00
.00
0
.00
0 16.31
.00490
.00171
.03
1.66
.00
1
PAGE
2
WATER
SURFACE
PROFILE LISTING
1390
HOME DEPOT
FONTANA
LINE 'D'
HYDRAULICS
25 YR STORM - DOWNSTREAM WSE = 1043.71
File:
1390 D.DAT
0 STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 1375.12
1043.76
3.12
1046.88
35.9
5.08
.40
1047.28
.00
1.95
3.00
.00
.00
0
.00
0 36.72
.00509
.00170
.06
1.64
.00
0 1411.84
1043.95
3.00
1046.95
35.9
5.08
.40
1047.35
.00
1.95
3.00
.00
.00
0
.00
0 .56
.00509
.00168
.00
1.64
.00
0 1412.40
1043.9S
3.00
1046.95
35.9
5.08
.40
1047.35
.00
1.9�
3.00
.00
.00
0
.00
0 8.74
.00687
.00161
.01
1.50
.00
0 1421.14
1044.01
2.95
1046.96
35.9
5.10
.40
1047.36
.00
1.95
3.00
.00
.00
0
.00
OJUNCT STR
.00501
.00154
.00
.00
0 1423.14
1044.02
2.97
1046.99
35.3
5.00
.39
1047-38
.00
1.93
3.00
.00
.00
0
.00
0 51.66
.00445
.00148
.08
1.69
.00
0 1474.80
1044.25
2.79
1047.04
35.3
5.15
.41
1047.45
.00
1.93
3.00
.00
.00
0
.00
OJUNCT STR
.00501
.00140
.00
.00
0 1476.80
1044.26
2.82
1047.08
34.6
5.01
.39
1047.47
.00
1.91
3.00
.00
.00
0
.00
0 39.39
.00518
.00141
.06
1.59
.00
0 1516.19
1044.46
2.64
1047.10
34.6
5.26
.43
1047.53
.00
1.91
3.00
.00
.00
0
.00
0 15-82
.00518
.00147
.02
1.59
.00
0 1532.01
1044.55
2.55
1047.10
34.6
5.40
.45
1047.55
.00
1.91
3.00
.00
.00
0
.00
0HYDRAULIC
J -UMP
.00
0 1532.01
1044.55
1.40
1045.95
34.6
10.67
1.77
1047.72
.00
1.91
3.00
.00
.00
0
.00
0 16-16
.00518
.00818
.13
1.59
.00
0 1548.17
1044.63
1.39
1046.02
34.6
10.83
1.82
1047.84
.00
1.91
3.00
.00
.00
0
.00
OJUNCT STR
.11135
.00664
03
.00
1
PAGE
3
WATER
SURFACE
PROFILE LISTING
1390
HOME DEPOT
FONTANA
LINE 'D'
HYDRAULICS
2S YR STORM - DOWNSTREAM WSE = 1043.71
File:
1390 D.DAT
0 STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 1S52-84
1045.15
1.77
1046.92
31.7
8.56
1.14
1048.05
.00
1.92
2.50
.00
.00
0
.00
OJUNCT STR
.1113S
.00493
.00
.00
0 1552.84
1045.15
1.77
1046.92
31.7
8.56
1.14
1048.05
.00
1.92
2.50
.00
.00
0
.00
0 2.45
-.00409
.00511
.01
.00
.00
0 1S55.29
1045.14
1.72
1046.86
31.7
8.82
1.21
1048.07
.00
1.92
2.50
.00
.00
0
.00
0 25.62
.00586
.00515
.13
1.65
.00
0 1580.91
1045.29
1.75
1047.04
31.7
8.62
1.15
1048.20
.00
1.92
2.50
.00
.00
0
.00
0 208.49
.00499
.00501
1.04
1.75
.00
0 1789.40
1046.33
1.75
1048.08
31.7
8.62
1.1s
1049.24
.00
1.92
2.50
.00
.00
0
.00
0 105.62
.00499
.00476
.50
1.75
.00
0 1895.02
1046.86
1.83
1048.69
31.7
8.24
1.05
1049.74
.00
1.92
2.50
.00
.00
0
.00
0 12-52
.00499
.00427
.05
1.75
.00
0 1907.54
1046.92
1.92
1048.84
31.7
7.85
.96
1049.79
.00
1.92
2.50
.00
.00
0
.00
OJUNCT STR
.00748
.00304
.01
.00
0 1911.S4
1046.95
2.81
1049.76
24.1
4.91
.37
1050.13
.00
1.67
2.50
.00
.00
0
.00
0 88.04
.00500
.00204
.18
1.45
.00
0 1999.58
1047.39
2.55
1049.94
24.1
4.91
.37
1050.31
.00
1.67
2.50
.00
.00
0
.00
OJUNCT STR
.00501
.00194
.00
.00
0 2001.58
1047.40
2.61
1050.01
22.9
4.67
.34
1050.35
.00
1.63
2.50
.00
.00
0
.00
0 35.01
.00505
.00183
.06
1.40
.00
0 2036.59
1047.58
2.50
1050.08
22.9
4.67
.34
1050.42
.00
1.63
2.50
.00
.00
0
.00
0 54.12
.00505
.00171
.09
1.40
.00
1
PAGE
4
WATER
SURFACE
PROFILE LISTING
1390
HOME DEPOT
FONTANA
LINE ID1
HYDRAULICS
25 YR
STORM - DOWNSTREAM WSE = 1043.71
File:
1390 D.DAT
0 STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 2090.71
1047.85
2.29
1050.14
22.9
4.86
.37
1050.51
.00
1.63
2.50
.00
.00
0
.00
OJUNCT STR
.11135
.00096
.00
.00
0 2095.38
1048.37
2.36
1050.73
10.1
3.21
.16
1050.89
.00
1.14
2.00
.00
.00
0
.00
0 .49
.02042
.00118
.00
.67
.00
0 2095.87
1048.38
2.35
1050.73
10.1
3.21
.16
1050.89
.00
1.14
2.00
.00
.00
0
.00
OJUNCT STR
.00501
.00102
.00
.00
0 2097.87
1048.39
2.43
1050.82
8.6
2.74
.12
1050.94
.00
1.04
2.00
.00
.00
0
.00
0 58.43
.00479
.00086
.05
.90
.00
0 2156.30
1048.67
2.20
1050.87
8.6
2.74
.12
1050.99
.00
1.04
2.00
.00
.00
0
.00
1
Penco Engineering Inc.
One Technology Park, Building J-725
Irvine, CA 92618
Tel: (949) 753-8111
Fax: (949) 753-0775
Catch Basin Calculations (Sumpl
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 1 Node # 102
Area A- 1
Curb Opening (Sump)
Given: (a) discharge Q 11.73 c.f.s.
(b) 6" curb
Solution:
H (depth at opening) 0.50,
L = Q/3.087H A3/2 10.75
Use:
L= 10.00,
Then:
H= 0.5246 '
(2" depression)
CPenco Eng-ineering Inc.
One Technology Park, Building J-725
Irvine, CA 92618
Tel: (949) 753-8111
Fax: (949) 753-0775
Catch Basin Calculations (Su
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 2 Node # 104
Area A- 2
Curb Opening (Sump)
Given: (a) discharge Q 5.18 c.f.s.
(b) 6" curb
Solution:
H (depth at opening) 0.50
L = Q/3.0871-1 A3/2 4.75
C
Use:
L= 7.00
Then:
H= 0.3859
(2" depression)
Penco Engineering Inc.
One Technology Park, Building J-725
Irvine, CA 9208
Tel: (949) 753-8111
Fax: (949) 753-0775
Catch Basin Calculations (SUMR)
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 3 Node # 115
Area A-4
Curb opening (Sump)
Given: (a) discharge Q 1.37 c.f.s.
(b) 6" curb
Solution: H (depth at opening) 0.501
L = Q/3.087H A3/2 1.26
Use: L= 3.50
Then: H= 0.2524 '
(2" depression)
Penco Eng-ineering Ing.
One Technology Park, Building J-725
Irvine, CA 92618
Tel: (949) 753-8111
Fax: (949) 753-0775
Catch Basin Calculations (SUMRI
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 4 Node #
Area A-6
Curb Opening (Sump)
Given: (a) discharge Q
(b) 6" curb
Solution:
H (depth at opening)
L = Q/3.0871-1 A 3/2
use:
Then:
M
107
4.86 c.f.s.
0.50 (2" depression)
4.45
L= 7.00 '
H= 0.3698 '
Penco Engineering Inc.
One Technology Park, Building J-725
Irvine, CA 92618
Tel: (949) 753-8111
Fax: (949) 753-0775
Catch Basin Calculations (Sump)
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 5 Node # 129
Area A-7
Curb Opening (Sump)
Given: (a) discharge Q 3.63 c.f.s.
(b) 6" curb
Solution:
H (depth at opening) 0.50
L = Q/3.0871-1 A3/2 3.33
Use:
L= 7.00
Then:
H= 0.3044 '
C -- I
(2" depression)
Penco Engineering Inc.
One Technology Park, Building J-725
Irvine, CA 92618
Tel: (949) 753-8111
Fax: (949) 753-0775
Catch Basin Calculations (SumR1
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 6 Node # 225
Area A-8
Curb Opening (Sump)
Given: (a) discharge Q 2.75 c.f.s.
(b) 6" curb
Solution:
H (depth at opening) 0.50
L = Q/3.0871-1 A 3/2 2.52
Use:
L= 3.50
Then:
41072
H= 0.4016 '
(2" depression)
Penco Engineering Inc.
One Technology Park, Building J-725
Irvine, CA 92618
Tel: (949) 753-8111
Fax: (949) 753-0775
Catch Basin Calculations (SumR)
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 7 Node #
213
Area A-9
Curb Opening (Sump)
Given: (a) discharge Q
2.12 c.f.s.
(b) 6" curb
Solution:
H (depth at opening)
0.50,
L = Q/3.0871-1 A 3/2
1.94 '
Use:
Then:
C
L= 3.50 '
H= 0.3377 '
(2" depression)
Penco Engineering Inc.
One Technology Park, Building J-725
Irvine, CA 92618
Tel: (949) 753-8111
Fax: (949) 753-0775
Catch Basin Calculations fSumR)
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 8 Node #
202
Area A-10
Curb Opening (Sump)
Given: (a) discharge Q
1.55 c.f.s.
(b) 6" curb
Solution:
H (depth at opening)
0.50,
L = Q/3.087H A 3/2
1.42
Use:
L=
3.50
Then:
H= 0.2740 '
(2" depression)
Penco En-gineering Inc.
One Technology Park, Building J-725
Irvine, CA 92618
Tel: (949) 753-8111
Fax: (949) 753-0775
Catch Basin Calculations (Sump)
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 9 Node # 110
Area A-3
Grate Opening (Sump)
Given: (a) discharge Q 6.38 c.f.s.
Solution:
(b) 24"x24" Grate
Total Perimeter of Grate 8.00 '
Percentage of Opening (E) 0.50
CWater Depth
H = (Q/3.087*L*E)A 2/3
M
0.64
7.73
Penco Engineering Inc.
One Technology Park, Building J-725
Irvine, CA 92618
Tel: (949) 753-8111
Fax: (949) 753-0775
Catch Basin Calculations (SumR1
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 10 Node #
Area A-5
Grate Opening (Sump)
Given: (a) discharge Q
Solution:
(b) 24"x24" Grate
Total Perimeter of Grate
Percentage of Opening (E)
CWater Depth
H = (Q/3.087*L*E)A 2/3
M
120
5.97 c.f.s.
0.50
0.62
7.39
AT"
'1�
-,
" %my SIX
t -v Von
NOW I
APPENIOm)H3,*2:,,,
Wle
Pipe Full Flow PeOpItY
OW too
--tf
22
ON TAY;
P S1,4 tll�
M
OfAlt R
Table
Rating Table for Circular Channel
Project Description
Constant Data
Project File
untitled.fm2
Worksheet
HDPE Pipe Capacity
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
07/05/06 FlowMaster v5.13
03:46:17 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 2
Constant Data
Mannings Coefficient 0.010
Input Data
Minimum
Maximum
Increment
Channel Slope
0.005000
0.020000
0.00 1000 ft/ft
Diameter
12.00
24.00
6.00 in
Rating Table
Channel
Diameter
Slope
Depth
Discharge
Velocity
(in)
(fuft)
(ft)
(cfs)
(ft/s)
12.00
0.005000
1.00
3.27
4.17
12.00
0.006000
1.00
3.59
4.57
12.00
0.007000
1.00
3.87
4.93
12.00
0.008000
1.00
4.14
5.27
12.00
0.009000
1.00
4.39
5.59
12.00
0.010000
1.00
4.63
5.90
12.00
0.011000
1.00
4.86
6.18
12.00
0.012000
1.00
5.07
6.46
12.00
0.013000
1.00
5.28
6.72
12.00
0.014000
1.00
5.48
6.98
12.00
0.015000
1.00
5.67
7.22
12.00
0.016000
1.00
5.86
7.46
12.00
0.017000
1.00
6.04
7.69
12.00
0.018000
1.00
6.21
7.91
12.00
0.019000
1.00
6.38
8.13
12.00
0.020000
1.00
6.55
8.34
18.00
0.005000
1.50
9.66
5.46
18.00
0.006000
1.50
10.58
5.99
18.00
0.007000
1.50
11.42
6.46
18.00
0.008000
1.50
12.21
6.91
18.00
0.009000
1.50
12.95
7.33
18.00
0.010000
1.50
13.65
7.73
18.00
0.011000
1.50
14.32
8.10
18.00
0.012000
1.50
14.96
8.46
18.00
0.013000
1.50
15.57
8.81
18.00
0.014000
1.50
16.16
9.14
07/05/06 FlowMaster v5.13
03:46:17 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 2
Table
Rating Table for Circular Channel
CRating Table
Channel
Diameter Slope Depth Discharge Velocity
(in) (ft/ft) (ft) (cfs) (fus)
18.00
0.015000
1.50
16.72
9.46
18-00
0.016000
1.50
17.27
9.77
18-00
0.017000
1.50
17.80
10.07
18.00
0.018000
1.50
18.32
10.37
18.00
0.019000
1.50
18.82
10.65
18.00
0.020000
1.50
19.31
10.93
24.00
0.005000
2.00
20.79
6.62
24.00
0.006000
2.00
22.78
7.25
24.00
0.007000
2.00
24.60
7.83
24.00
0.008000
2.00
26.30
8.37
24.00
0.009000
2.00
27.90
8.88
24.00
0.010000
2.00
29.41
9.36
24.00
0.011000
2.00
30.84
9.82
24.00
0.012000
2.00
32.21
10.25
24-00
0.013000
2.00
33.53
10.67
24.00
0.014000
2.00
34.80
11.08
24.00
0.015000
2.00
36.02
11.46
24.00
0.016000
2.00
37.20
11.84
24.00
0.017000
2.00
38.34
12.20
24.00
0.018000
2.00
39.45
12.56
24.00
0.019000
2.00
40.54
12.90
24.00
0.020000
2.00
41.59
13.24
N
07/05/06 FlowMaster v5.13
03:46:17 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 2 of 2
A Q
N
HDPE Pipe
Worksheet for Circular Channel
--Project Description
1.00
Project File
untitled.fm2
Worksheet
HDPE Pipe Capacity
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
Mannings Coefficient 0.010
Channel Slope 0.005000 ft/ft
Diameter 12.00 in
Results
Depth
1.00
ft
Discharge
3.27
cfs
Flow Area
0.79
ft2
Wetted Perimeter
3.14
ft
Top Width
0.00
ft
Critical Depth
0.77
ft
Percent Full
100.00
Critical Slope
0.005589 ft/ft
Velocity
4.17
ft/S
Velocity Head
0.27
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
3.52
cfs
Full Flow Capacity
3.27
cfs
Full Flow Slope
0.005000 ft1ft
07/05/06 FlowMaster v5.13
03:47:18 PM Haestad Methods, Inc. 37 8rookside Road Waterbury, CT 06708 (203) 755-1666 Page I of 1
N
HDPE Pipe
Worksheet for Circular Channel
Project Description
1.50
Project File
untitled.fm2
Worksheet
HDPE Pipe Capacity
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
Mannings Coefficient 0.010
Channel Slope 0.005000 ft/ft
Diameter 18.00 in
Results
Depth
1.50
ft
Discharge
9.66
cfs
Flow Area
1.77
ft2
Wefted Perimeter
4.71
ft
Top Width
0.00
ft
Critical Depth
1.20
ft
Percent Full
100.00
Critical Slope
0.005236 ft/ft
Velocity
5.46
fus
Velocity Head
0.46
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
10.39
Cfs
Full Flow Capacity
9.66
cfs
Full Flow Slope
0.005000 ft/ft
N
07/05/06 FlowMaster v5.13
03:47:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
N
HDPE Pipe
Worksheet for Circular Channel
Project Description
2.00
Project File
untitled.fm2
Worksheet
HDPE Pipe Capacity
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
Mannings Coefficient 0.010
Channel Slope 0.005000 ft/ft
Diameter 24.00 in
Results
Depth
2.00
ft
Discharge
20.79
cfs
Flow Area
3.14
ft2
Wetted Perimeter
6.28
ft
Top Width
0.00
ft
Critical Depth
1.63
ft
Full
100.00
CPercent
Critical Slope
0.005025 ft/ft
Velocity
6.62
ft/s
Velocity Head
0.68
ft
Specific Energy
FULL
ft
Froude Number
FULL
Ma)dmum Discharge
22.37
cfs
Full Flow Capacity
20.79
cfs
Full Flow Slope
0.005000 ft1ft
N
07/05/06 FlowMaster v5.13
03:47:36 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of I
23
tZ.,
7M
ALN%p 'DIX C'
Arl,
W ER OUAWTY
AT
23
Ai
L
'v,
A, 'I",-
- A
4v,- �F.7
C'I -
APPENDIA'.
Ds ut4rr
c
.................
................
. . . . . . . . . .
4;
CC;
M �.x
&
24,
p
is,OKW
N MIC
N
Ct Separation Screen
& Sump Access
MH Riser Stack
Top Cap
Approx. Wt. = 3550 #
5'0 Manhole Riser Sections
,---Approx. Wt. =
1950 # (1.5 ft. riser section)
2600 # (2.0 ft. riser section)
3250 # (2.5 ft. riser section)
3900 # (3.0 ft. Kiser section)
Inlet
Separation Chamber Component
Approx. Wt. = 3900 # (Typ-)
Inlet Pipe
Separation Screen
VT
Tm CDS MODEL PMSU20-25
I TYPICAL ASSEMBLY
Separation
Chamber Component
Approx. Wt. =
1950 (1.5 ft.
riser section)
2600
(2-0 ft.
riser sedrion)
3250
(2.5 ft.
riser section)
3900
(3-0 ft.
riser section)
Separation Slob.
,,,--'App.. Wt. = 2150
Sump, & Base
Approx. Wt. = 4800
DATE SCME
01/10/102 N.T.S.
C�RAWN SHEU
APPROV. — i . s.F. )W
R. HOWARD
cl
PLAN VIEW
60" ID MH,
(6'-0- OD)
000
0000
00000
00000
00000
o o
0 * *
00
A
000
0 0 0 *
0 0 0 0 0
0000
0000
00000
000004
PIPE k. 0 0 0 0
INLET 00
FIBERGLASS INLET
& SEPARATION RISER
RQM
THE INTERNAL COMPONENTS ARE- SHOWN IN THE RIGHT-HAND
CONnGURATION-THESE COMPONENTS MAY BE FURNISHED IN THE
MIRROR IMAGE TO THAT SHOWN (LEFT-HAND CONFIGURATION).
F-, - @,
I emcHMXOGIES
OIL BAFFLE
Z
A
IPE 4
_�kp MH
PIPE
OUTLET
24"0 MH COVER AND
FRAME, TYP. OF TWO
CDS MODEL PMSU20-25
1.6 CFS TREATMENT CAPACITY
STM. WATER TREATMENT UNIT
PROJECT NAME
CITY, STATE
1
1 -=2'
SHEET
2
Ll
N
SECTION B -B
CENTER OF MH
ACCESS RISER, RISER SECTIONS
5'-0" I.D. CENTER OF SCREEN &
21"0 SUMP OPENING
ATTACH SIDE AND BOTTOM CORES PROVIDED
FLANGES TO WALL OF MH
RISER USING ANCHOR BOLTS BY PRECASTER
(SEE NOTE #3)
(6 MIN). SUPPUED BY CDS.
FLOW
\ol
12"
PIPE
INLET 3"
ATTACH SCREEN TO SLAB
Cwl USING 4 ANCHOR BOLTS,
SUPPLIED BY CDS.
25"0 SEPARATION SCREEN,
SEE NOTE #2 BELOW.
PIPE
OUTLET
OIL BAFFLE
STAINLESS STEEL
SEPARATION PLATE
NOTES
1. THE INTERNAL COMPONENTS ARE SHOWN IN THE RIGHT-HAND CONFIGURATION.
2. FOR PROPER INSTALLATION. GREEN FLANGE ON SCREEN FACES UP;
RED FLANGE FACES DOWN AND FASTENS TO SEPARATION SLAB.
3. OVERSIZED CORES ARE PROV'IDED TO ACCOUNT FOR DIFFERENT
PIPEWALL THICKNESSES- ENSURE SUFFICIENT EXCAVATION DEPTH
TO ATTAIN (EXTERNAL) SUMP INVERT ELEVATION (SEE SHEET 3).
I\
IrMCKNOWGIES
I
CDS MODEL PMSU20-25
1.6 CFS TREATMENT CAPACITY
STM. WATER TREATMENT UNIT
PROJECT NAME
CITY, STATE
12/30/02
1"=2'
SHM
3
Nw.
DEPT
ERvxir
UNrr
(I
SECTION A -A
ELEVATION VIEW
CL RISER
SECTIONS
24*0 MH COVER AND
FRAME, TYP. OF TWO
SEPARATION GROUT AND/OR GRADE
SECTION RINGS AS NECESSARY
FIBERGLASS
RISER & INLI
25*0 SCREEN.
(SEE NOTE 2)
SUMP
50-0-
NOTES
1. OVERSIZED CORES ARE PROVIDED TO ACCOUNT FOR DIFFERENT
PIPEWALL THICKNESSES—ENSURE SUFFICIENT EXCAVATION DEPTH
TO ATTAIN INDICATED (EXTERNAL) SUMP INVERT ELEVATION.
2. FOR PROPER INSTALLATION, GREEN FLANGE ON SCREEN FACES UP
AND FASTENS TO FIBERGLASS CYUNDER FLANGE; RED FLANGE
FASTENS TO SEPARATION SLAB WITH PROVIDED ANCHOR BOLTS.
ZcTECHNOLOGIES
Ls�
_q
n
21"
PLATE DTL,
SEE SHT. 4
ES
— - - tl- �B
PIPE
OUTLET 14,
Ll" -2" TYPICAL.
SEE NOTE #1
INTERNAL
SEPARATION.
SLAB
CDS MODEL PMSU20-25-
1.6 CFS TREATMENT CAPACITY
STM. WATER TREATMENT UNIT
SUALL
JOB# 1:30
PROJECT NAME DATE: 12/30/02 SHEET
CITY., STATE DRAWN: W. LORSCHEIDERI 4
C'
11 GA. STAINLESS STEEL
SEPARA11ON PLATE—(OPTIONAL)
NOT TO SCALE
ft RISER
SECTIONS
DEPTH
VARIES
DEPTH
BELOW
PIPE
INVERT
TYPICAL)
1 6'-0' 1
ArSTRUCTION NOTES:
�PLY �MAsw 7AND/03RGRO�UTTO SEAL JOINTS OF MANHOLE STRUCTURE. APPLY LOAD TO MASTIC SEAL IN
JOINTS OF MH SECTIONS TO COMPRESS SEALANT IF NECESSARY. UNIT' MUST BE WATER TIGHT, HOLDING WATER UP
TO FLOWUNE INVERT (MINIMUM).
2. IF SEPARATION SLAB IS NON—INTEGRAL TO THE SEPARATION SECTION OF THE UNIT, SET AND VERIFY TOP ELEVATION
BEFORE PLACING MORE PRECAST COMPONENTS OR BACKFILLING. ENSURE 35" FROM TOP OF SEPARATION SLAB
TO PIPE INVERT.
3. GROUT PIPE CONNECTIONS TO SEAL JOINT.
4. SET BOTTOM OF OIL BAFFLE 21* ABOVE SEPARATION SLAB FLOOR; DRILL AND INSERT A MINIMUM OF TEN (10)
3/8" x 3 3/4" SS EXPANSION BOLTS 0 12" O.C. EQUALLY SPACED TO SECURE FIBERGLASS OIL BAFFLE FLANGE
TO RISER WALL—(HARDWARE SUPPUED BY CDS TECHNOLOGIES).
5. FASTEN FIBERGLASS CYLINDER/INLET TO SCREEN ASSEMBLY USING FOUR (4) SETS OF 1/2" x 1 1/2" SS HEX
HEAD BOLTS W/ NUTS AND WASHERS; IN THE LEFT—HANDED CONFIGURATION THE 'RED" COLORED FLANGE SHOULD
FACE UP: IN THE RIGHT—HANDED CONFIGURATION, THE "GREEN" COLORED FLANGE SHOULD FACE UP—(HARDWARE
SUPPLIED BY CDS TECHNOLOGIES). S IT I LET
6. CENTER SCREEN ASSEMBLY OVER SUMP OPENING AND POSITION FIBERGLAS INLET AGAINST RISER WALL W H N
PIPE REASONABLY CENTERED WITHIN THE CDS INLET ORIFICE; FASTEN SCREEN TO SEPARATION SLAB USING FOUR
(4) 3/8* x 3 3/4" SS EXPANSION BOLTS—(HARDWARE SUPPLIED By CDS TECHNOLOGIES); IF STAINLESS STEEL
SEPARATION PLATE (SEE INSET) IS PROVIDED, PLACE PLATE WITHIN THE SCREEN CYLINDER AND OVER THE 21-0
SUMP ACCESS HOLE (NO FASTENING REQUIRED).
7. VERIFY THAT SCREEN ASSEMBLY IS CENTERED OVER SUMP ACCESS HOLE AND ADJUST IF NECESSARY; DRILL AND
INSERT' A MINIMUM OF SIX (6) 3/8* x 3 3/4" SS EXPANSION BOLTS EQUALLY SPACED TO SECURE FIBERGLASS
INLET FLANGE TO RISER WALL (HARDWARE SUPPLIED BY CDS TECHNOLOGIES).
B. BLOCK AND/OR GROUT TO MATCH FINISHED GRADE ELEVATION AS NEEDED.
I — — I I 95u—
I - I& M
'crMCHNOWGIES
I
PMSU20-25
CONSTRUCTION
NOTES
DATE SHEET
)RAWN 5
APPROV.
AP:PENDIX-C-2:
CULTEC INFILTAAMON SYSTE!
25
CILJILTE�(
878 Fed
PO Box F80
Brookfiard, CT 06804
PREPARED FOR:
Tessie Barriga
PENCO Engineering
One Technology Park
Irvine, Ca.
949-753-8111
949-753-OT75
ENGINEER:
PH: 24'-�6
Fx: 2dj
WWW.& Z
CULTEC STORMWATER DESIGN CALCULATOR
FOR RECHARGER V8 CHAMBER SYSTEM
PROJECT INFORMATION:
Horne Depot
Fontana, Ca.
CALCULATED BY:
Randy Jevas
Better Practices
P 0 Box 1084/ 186 Meadow Ln
Crestline, Ca. 92325
909-338-2616
909-338-4605
Length of HVLV
Length of IHVILV V81 Length of
Width of Additional
Design Unit
Chamber
Design Unft
VS Starter or
Intermediate Center R90arger V81
Stone on SidewvJls
Design UnK DWh of
Width of
Design Unit Volume of
volume
Volume of Stone
Width of Stone
End Unit (ft.)
Intermed1late
Header (ft.)
Outside of Design
Chamber (ft.)
Chamber (ft.)
Chamber (cu.ftJfL)
(-.fttfL)
on Sideviialls
on Endwalls (ft)
Unit ft)
Unk ft)
(cuftfft)
4.583333333
3.333333333 7.5
0.75
3.833333333
5
13.02646667
8.933
1.15
1
System Parameters" Please rill in your information.
Storage required cu.ft Will the bed require a header running through the center of the bed? (I =Yes, 0 = No)
Desired Bed Width ft.
Will this bed fit within your workable footprint7 lfno, please alter the Desired Bed V4Adth parameter above
61.5 feet wide by 146.17 feet long
Calculations:
# of Rows = (Desired Bed Width ft. - (2 Sides * Add Stone on Sidewalls ft)/Design Unit Width ft.)
65 2 0.75 5 IZ7
12 rows
# at HVLV V8 Units Required per Design = # of Rows * 2 Ends
12 2 + 12 0 24 PCs
Lineal Feet of HVLV V8 Units per Design ft. = # of Pcs * Length of HVLV V8 ft.
24 4.5833333
= 1 110 feet
CULTEC
C-W10(P2006CULTEC, I— AN FtWftR�wd. Ppl Cmeted On: af7/2DDS
CIJLTE�fl PH: 24'-V6
878 Fed _ FX 21t
PO Box,280
Bro.kfiAd, CT 06804
Storage Provided by HVLV V8 Without Stone cu.ft. = Lineal Feet of HVLV V8 * Volume of Chamber cu. ft./ft.
110 8.933 = 1982.63 �cuft
Actual Bed Width ft. = (# of Rows x Design Unit Width ft.)+(2 * Add. Stone on Sidewalls ft.)
12 5 + 2 0.75 = 1 61.5 =K
Storage Provided by Stone on Ends cu.ft.= ((Bed Width ft. * Design Unit Depth ft * 1 Foot Long)*2 Ends)*400/6 Stone Void Ratio
61.5 3.8333333 1 2 40%
Storage Provided by the HVLV V8 on Each End of Bed cu.ft. =(((# of Rows * Design Unit Vol- of Chamber ou.ft.tft.) + (Design Unit Vol. of Stone on Sidewall cu.ft./ft.* 2 sides))*Length of HVLV V8 ft.)*2 ends
12 13.026467 + 1.15 2 4.583333333 2 = r 1453 99 cu. ft. per Chamber Length of HVLV V8 Row
0.00 cu. ft. per Chamber Length of HVLV V81 C
Storage Provided per Lineal Foot of Recharger V81 Chamber Bed cu.ft./ft. =((# of Rows Design U ft V I I of Chamber cu.ft.tft.) + (Design Unit Vol. of Stone on Sidewall cu.ft./ft. * 2 sides))
12 i,
13.026467 + 1.15 2 158.62 cu.ft./ft. I
Number of Chambers Long per Row = ((Storage Required cu.ft.- (Storage Provided by Stone on Endwalls cu.ft.+ Storage Provided by Each Section of HVLV` V8 cu.ft.)/Storage Provided per Lineal Foot of
Recharger V81 Chamber cu.ft.tft.)/Len_qth of Recharger V81 ft.)
21889 - 188.6 + 1454
Number of Recharger V81 Units per Design = # of Rows * # of Units per R
158.6176 7.5 17.01904903
= r718 Recharger V81 Units
12 18 = 1 216 pcs of Recharger V81 Required
Lineal Feet of Recharger V81 per Design fL= # of Rech r V81 Units ocs* Length of Recharger V81 ft
216 7.5 = I ia ft. I
Storage Provided by Recharger V8 Chambers (without 07ne),cu ft. = Lineal Feet of Recharger V81 ft.* Vol. of Chamber cu. ft./ft.
ut
1620 8.933 1
Actual Bed Length ft.= (2 ends*Width of stone on Endwalls ft.)+(2 pcs*Length of HVLV` V8 ft.)+(# of Recharger V81 per Row pcs*Length of Recharger V81 ft.)
2 1 + 2 4.583333 + 0 + 18 7.5
Bed Area = Bed Width Bed Length
61.5 146.16667 8989.3 sj, =ft.
Stone Required by System cu.ft.=( Bed Area sq.ft * Design Unit Depth ft) -(Storage Provided by HVLV V8 cuft.+ Storage Provided by Recharger V81 cu.ft.)
8989.25 3.8333333 - 982.63 + 14471.46 19004.70 cu.ft.
703.88
Storage Provided by Stone cu.ft. = Stone Required cu.ft. *40% Stone Void Ratio
19004.70167 40% = 17601.9 cu ft.
Total Storage Provided by System cu.ft.= Storage Provided by HVLV V8 cu.fL+ Storage Provided b�. �har r V81 cu.fL + Storage Provided by Stone cuft
982.63 + 14471.46 + 7601.9 = F_ 23056 cu. fL I STORAGE ATTAINED
1 146.17 feet -1
CULTEC
COPY,Ot (C) 20M CULTEC. Inc. AN ROft R-wd. P". 2 Cmtd On: JIMMOS
CUILTEC, PK MCIV
878 Federal 0 F X�2a A
PO Box 200 _.-,xn
Brookfield, CT 06804 0
System Summary:
This system provides: 23056 cu. ft. of volume
This system requires a bed area of: 61.5 feet wide by 146.1667 feet tong including stone borders
This system does not have a center HVLV V8 Header running through it.
The bed is 12 rows wide
The bed is 20 unitslong
Stone void is calculated at 40%.
Units are place Won center.
There is a 6'stone base and 6'of stone above the chambers.
There is a 1' stone border surrounding the bed perimeter.
Recharger V81 Intermediate Units are: 7.5' Long x 54'Wide x 34'High.
HVLV V8 Starter and End Units are: 4.58'Long x 54 Inches Wde x 34 Inches High.
Each run of chambers starts with one piece of HVLV VBS Starter and ends with one piece of HVLV WE End.
There are 18 units of Recharger V81 Intermediate that extend the run of chambers.
I
Materials Ust.
HVLV V8S Starter Unit 12
HVLV VOE End Unit 12
HVLV F1 I Ox2 Feed Connector
22
Recharger V81 Intennediate
216
Rolls of 4A200' Polyethylene Liner
1
Tons Stone
936.16
Rolls of 12.5'x 36CY Filter Fabric
5
9waffm,
CULTEC
CwflW R 2M CMTEC� in.. Al ftlts R..—d. P." 3 cdd 0.: W=06
X
1 2 1 a
1 4 t s 6 1 7 1 a 9 1 N 1 11 1 12 1 11 1 15 16
1
CULTEC RECHARGER V8 SYSTEM
TYPICAL CROSS SECTION DETAIL - 13.03 CF/FT
CULTEC HVLV F1 10 X 2 FOR UNPAVED TRAFFIC INSTALLATION,
PAVEMENT INCREASE COVER TO 16" MIN.
FEED CONNECTOR FOR NON -TRAFFIC INSTALLATION,
CULTEC HVLV V8 ON ENDS
1-2 INCH WASHED, 95% COMPACTED WCOVER MIN.
CULTEC RECHARGER V81
CRUSHED STONE FILL 4 OZ. NON -WOVEN FILTER
AS MIDDLE SECTIONS
FABRIC ALL AROUND STONE
17 MAX.
1Z IN.
M
6" MIN.
nn
G, MIN.
7'7
"Y "Z 'V 'V
eV A'/
--4 1 Z'
TYP.
W.
CENTER TO CENTER 5W'
GENERAL NOTES ALL RECHARGER V8 AND HVLV V8 CHAMBERS MUST BE INSTALLED
RECHARGER V8 AND HVLV V8 BY CULTEC, INC. OF BROOKFIELD. CT. IN ACCORDANCE WITH ALL APPLICABLE LOCAL, STATE AND FEDERAL
STORAGE PROVIDED = 13.03 CF/FT PER DESIGN UNIT.
C REGULATIONS.
REFER TO CULTEC, INC.'S CURRENT RECOMMENDED INSTALLATION GUIDELINES.
CULTEC, Inc.
PH: (203) 775-4416
CULTEC Contactor& and RechargerO
P.O. Box 280
PH: (800) 4-CULTEC
if
Plastic Septic and Stormwater Chambers
878 Federal Road
FX: (203) 775-1462
DATE
SCALE
FILENAME
Brookfield, CT 06804
USA
www.cultec.com
CULTEC
02/02/06
R -V8 TYP XSECT
I
I I
1
1 5 1 b I I
I . I I . I L—L—,I--"
- 10
-1 11
1 - 13 1 1 15 1 1.
CULTEC, Inc.
PO Box 280
Brookfield, CT 06804
PH: 203-775-4416
FX: 203-775-5887
www.cuttec.com
CULTEC, Inc. PH: 203-775-4416
PO Box 280 FX 203-775-5887
Brook -field, CT 06804 www.cuffec.com
CULTEC RECHARGER V8 INTERMEDIATE
MODEL V8 INTERMEDIATE
- - -
SMALL RIB LARGE RIB
0 0 0 0 0 0 0 0 0 0 0 0
01 u 0
54"
Ino
\-6"-12" D IA.
0
INSPECTION PORT
8'
E
7.5'
34"
- - - - - -
WSMALLRIE
F 18"
Lr:: __j
I 40-0.9.p
L 42" -1
LARGE RIB -j
CULTEC RECHARGER V81 CHAMBER STORAGE = 8.933 CF/FT
ALL RECHARGER \18 IHD HEAVY DUTY UNITS ARE MARKED WITH A COLOR STRIPE FORMED INTO THE PART ALONG THE LENGTH OF THE CHAMBER.
CULTEC, Inc.
PH: (203) 775-4416
TM
CULTEC ContactorO and Recharger@
P.O. Box 280
PH: (800) 4-CULTEC
Plastic Septic and Stormwater Chambers
878 Federal Road
FX: (203) 775-1462
DATE
SCALE
File Name
Brookfield CT 06804 USA
t'
I www.cultec.com
N/S
I
R-V813V
I I I I I �
I I i a i
1z
" 1 11 1 %
CULTEC, Inc. PH: 203-775-4416
PO Box 280 FX 203-775-5887
Brook -field, CT 06804 www.cuffec.com
MODEL V8R STAND ALONE
SMAH RIB
LARGE RIB
n
n
MODEL V8S STARTER
SMALL RIB
LARGE RIB
n
n
1
SMALL
CULTEC HVLV V8
55"
61"
54"
---2
MODEL V81 INTERMEDIATE
SMALL RIB
LARGE RIB
n
n
- -1
MODEL V8E END
SMALL RIB
LARGE RIB
n
n
&'-12" DIA. INSPEC-nON PORT
LARGE RIB
CULTEC HVLV V8 CHAMBER STORAGE = 8.933 CF/FT
ALL HVLV V8 UNITS ARE MARKED WITH COLOR STRIPE FORMED INTO THE PART ALONG THE LENGTH OF THE CHAMBER.
CULTEC, Inc. PH: (203) 775-4416 [:TM CULTEC Conlaclor@ and RechargerOD
P.O. Box 280 PH: (800) 4-CULTEC Plastic Septic and Stormwater Chambers
-1462 E
878 Federal Road FX (203) 775 DATE Sm File Name
Brookfield, CT 06804 USA www.cultec.com CULTEC 1/11/06 N/S I HVLV V8 3V
CULTEC, Inc. PH: 203-775-4416
PO Box 280 FX: 203-775-5887
Brookfield, CT 06804 www.cuftee.com
w
I f I I
I
1 11 1 0 1 11 1 .1 1 1
A
f
CULTEC HVLV F1 10 x 2 FEED
CONNECTOR
1 21"
MODELF110x2
-LARGERIB SMALLRIB
H"
27.5"
E
F
27.5"
17"
CULTEC HVLV F1 10 x 2 CHAMBER STORAGE 1.968 CF/FT
ALL HVLV F1 10 x 2 UNITS ARE MARKED WITH A COLOR STRIPE FORMED INTO THE PART ALONG THE LENGTH OF THE CHAMBER.
CULTEC, Inc.
PH: (203) 775-4416
'I'm
CULTEC Contactor(g) and Recharger@
P.O. Box 280
PH: (800) 4-CULTEC
Plastic Septic and Stormwater Chambers
878 Federal Road
Brookfield, CT 06804 USA
FX (203) 775-1462
www.cultec.com
DATE
1/6/06
SCALE
N/S
Title
HVLV F1 10 x 2 3V
CULTEC, Inc.
PO Box 280
Brookfield, CT 06804
PH: 203-775-4416
FX: 203-775-5887
www.cukec.com
CULTEC RECHARGER V8 INTERMEDIATE SPECIFICATIONS
CULTEC
General
CULTEC Recharger VS chambers are designed for underground stormwater management. The chambers may be used for retention, recharging, detention, or controlling the flow of on-site
stormwater runoff.
Chamber Propertfes
1. The chambers will be manufactured by CULTEC, Inc. of Brookfield, CT (203-775-4416).
2. Contact CULTEC, Inc. at 203-775-4416 for submittal packages and to purchase product.
3. The nominal chamber dimensions of the CU LTEC Recharger V8 shall be 34 inches tall, 54 inches wide and 8 feet long. The installed length of the intermediate units shall be 7.5 feet.
4. The Heavy Duty Version does not come with a pre -drilled inlet/outlet. Maximum inlet opening is 24 inches.
5. The Heavy Duty Chamber will have 17 corrugations.
6. The nominal storage volume of the Recharger V8 will be cu.ft./ft.
7. The chambers will be vacuum thermoformed of black high molecular weight high density polyethylene (HMWHDPE) in an ISO -9001:2000 certified facility.
8. Chambers are manufactured with an open bottom, Integrally formed end walls and perforated sidewalls.
9. The chambers will be joined using an interlocking overlapping rib method. Connections must be fully shouldered overlapping ribs, having no separate couplings or separate end walls.
10. The chamber's end wall will be an integral part of the continuously formed unit. Separate inlet or end plates cannot be used with this unit.
11. The Recharger V81 Intermediate chamber must be formed as a whole chamber having at least one fully formed integral end wall and one partially formed integral endwall with a lower
transfer opening of 18 inches high x 42 inches wide.
12. All chambers will be arched in shape. The Heavy Duty Chamber will have sixty-four % inch round discharge holes bored into the sidewalls of the unit's core to promote
infiltration/exfiftration.
13. Chambers must have horizontal stiffening flex reduction steps between the ribs.
14. Recharger V8 Heavy Duty chambers are designed to withstand AASHTO H20 load rating (32,000 lbs. /axle) when installed according to CULTEC's recommended installation
instructions. Recharger V8 Heavy Duty units are designated by a colored stripe formed into the part along the length of the chamber.
15. Polyethylene chambers must have the ability to accept and carry pipe through its integralty formed vertical support wall without the use of separate pipe hangers.
16. Units will have a raised integral cap at the top of the arch in the center of each unit to be used as an optional inspection port or clean-out.
17. The units may be trimmed to custom lengths by cutting back to any corrugation.
18. Repeating support panels and end walls of the elongated chamber shall be spaced every 7.5 feet.
CULTEC, Inc. PH: 203-775-4416
PO Box 280 FX: 203-775-5887
Brookfield, CT 06804 www.cuftec.com
CULTEC HVLV V8 HEADER SYSTEM SPECIFICATIONS
CULTEC
GENERAL
CULTEC HVLV (High Volume, Low Velocity) V8 Header System polyethylene chambers are designed for underground stormwater management. The chambers may be used to manifold
CULTEC Recharger V8 chamber systems for retention, recharging, detention, and controlling the flow of on-site stormwater runoff. HVLV V8S and HVLV V8E units are required to be used
as the starter and ending sections for Recharger VS systems.
Chamber Properties
1. The chambers will be manufactured by CULTEC, Inc. of Brookfield, CT (203-775-4416).
2. Contact CULTEC, Inc. at 203-775-4416 for submittal pa6kages and to purchase product.
3. The nominal chamber dimensions of the CULTEC HVLV V8 shall be 34 inches tall, 54 inches wide and 55 inches long. Maximum inlet opening is 24 inches.
4. The nominal chamber dimensions of the CULTEC HVLV F110 feed connector shall be 18 inches tall, 27.5 inches wide.The HVLV F1 10x2 is 21 inches long, HVLV F1 10x4 is 42 inches
long.
5. The nominal storage volume of the HVLV V8 will be 8.933 cu.ft./ft.
6. The nominal storage volume of the HVLV F-1 10 Feed Connector will be 1.968 cu.ft./ft.
7. The chambers will be vacuum thermoformed of black high molecular weight high density polyethylene (HMWHDPE) in an ISO-90DI:2000 certified facility.
8. Chambers are manufactured with an open bottom and integrally formed end wags.
9. CULTEC HVLV Header System chambers will be joined using an interlocking overlapping rib method. Connections must be fully shouldered overlapping ribs, having no separate couplings
or separate end walls.
10. The chambers must not utilize separate end plates or separate end walls. The chamber's end wall, if present, will be an integral part of the continuously formed unit.
11. The HVLV V8R must be must be formed as a whole chamber having two fully formed integral end walls, and having no separate end plates or separate end walls. The unit Will also have
two side portals and two end portals to accept CU LTEC HVLV F-1 10 Feed Connectors.
12. The HVLV V8S starter must be formed as a whole chamber having at least one fully formed integral end wall and one partially formed integral endwall and having no separate end plates
or separate end walls. The unit will also have two side portals and one end portal to accept CULTEC HVLV F-1 10 Feed Connectors.
13. The HVLV V81 intermediate must be fon-ned as a whole chamber having one open end wall and one partially formed integral endwall and having no separate end plates or separate end
walls. The unit will also have two side portals to accept CULTEC HVLV F-1 10 Feed Connectors.
14. The HVLV V8E end must be must be formed as a whole chamber havingone fully formed integral end walls, and having no separate end plates or separate end walls. The unitwill also
have two side portals and one end portal to accept CULTEC HVLV F-1 10 Feed Connectors.
15. The HVLV F-1 10 Feed Connector must be formed as a whole chamber having two open end walls, and having no separate end plates or separate end walls. The unit will fit into the side
portals of the HVLV V8.
16. All chambers will be arched in shape.
17. Chambers must have horizontal stiffening flex reduction steps between the ribs.
18. Heavy Duty units are designed according to AASHTO H20 load rating (32,000 lbs. /axle) when buried according to CULTEC's recommended installation instructions.
19. Heavy Duty units are designated by a colored stripe along the length of the chamber.
20. Separate inlet or end plates cannot be used with this unit.
CULTEC, Inc. PH: 203-775-4416
PO Box 280 FX: 203-775-5887
Brookfield, CT 06804 www.cuftec.com
INCREMENTAL STORAGE VOLUME FOR CULTEC RECHARGER V8
STORMWATER SYSTEM
N%."
The following information is based on a CULTEC Recharger V8 Stormwater System with these parameters.7
61.5 feet wide by 146.17 feet long Stone void = 40%
N
The system includes the following components:
24 pes of HVLV V8 1730 feet of chamber
216 pcs of Recharger V81 Intermediate
PH: 203-775-4416
CULTEC, Inc. FX: 203-775-5887 Created on: 8r7/2006
P0 Box 280 www.cuftec.com
Brooldield, CT 06804
CULTEC STORMWATER SYSTEM
SOFTWARE DISCLAIMER
CULTEC STORMWATER DESIGN CALCULATOR
The successful application and use of this software product is dependent on the application of skilled engineeringiudgment supplied by the user andlor their consultant
The user of this software must select input values suitable to describe their specific engineering situe6on.
The information presented in the computer output is for review, interpretation, application, and approval by a qualiffied engineer who must assume full responsibility for verj&ing that all output is appropriate and correct.
Any Implied or expressed warranties covering this software program or user manual including warranties of merchantability or fitness for any parlicular purpose are expressediy excluded
CULTEC, Inc. and any of its affilates shall not be held liable for any spedal, incidentat consequential indkect or other similar damages resulting from the use of this software.
Use of this program consfitutes acceptance of this liability agreement by the user
7his calculator program is for estfmalkin purposes only and should not take the place of a comprehensive engineering design.
All calculations take into consideration a I'stone border at 40% volume capacity surrounding bed.
Reconfiguring the bed layout may effect actual storage provided
Bed area, volume provided and stone required are not considering header system
Contact CULTEC Technical Assistance at 800-428-5832 or 203-775-4416 lbr further assistance.
Copyright 2006 CULTEC, Inc. All rights reserved
DistribpIed by.-
CULTEC, Inc.
878 Federal Road
PO Box 280
Brookfield, CT 06804
Phone: 203-775-4416
Phone: 800-428-5832
Fax: 203-775-1462
Websge: www.cuttec.com
Email: custser%(ice@cultec.com
...........
In
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aiiation insiruc-Lic
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�ase use the following list to ensure you have the required
...aterials and equipment
Proper geotechnical soil evaluation by a qualified engineer or soil scientist to
determine suitability of structural installation
* OSHA compliance
* CULTEC warning tape, or equivalent
Assurances from local utilities that no underground gas, electrical or other
potentially dangerous pipelines or conduits are already buried at the site
Acceptable 1- 2 inch washed, crushed stone as shown in Table 3, page 8
* Acceptable fill material as shown in Table 4, page 9
* CULTEC No. 410" filter fabric or equivalent 4 oz. non -woven filter fabric (See Table 5, page 10 for detailed specifications)
All CULTEC chambers and accessories as specified in the engineer's plans including CULTEC Stormfilter" and
CULTEC No 20L- Polyethylene Liner, where applicable. Check CULTEC chambers for damage prior to installation. Do not
use damaged CULTEC chambers, and contact your local supplier immediately to report damage or packing -list discrepancies.
Marking pen to indicate (HVLV manifold trim detail) and reciprocating saw or router (to custom cut HVLV manifold)
Stone bucket
Stone conveyor and/or tracked excavator
Transit or laser level measuring device
Vibratory roller with maximum gross vehicle weight of 12,000 lbs and a maximum dynamic force of 20,000 lbs
Requirements for CULTEC Chamber System Installations:
7rhese instructions are for single -layer applications only. For multi -tier applications,
ntact CULTEC.
Installing contractors are expected to know and use the most current installation instructions prior to beginning a
system installation. If there is any question as to whether these are the most current instructions, contact CULTEC at
(203) 775-4416 or visit www.cultec.com.
Contact CULTEC at least thirty days prior to system installation to arrange for a pre -installation consultation.
All CULTEC system designs must be certified by a registered professional engineer.
Use these installation instructions as a guideline only. Actual design may vary. Refer to approved construction
drawings for job -specific details. Be sure to follow the engineer's drawings as your primary guide.
System cover/backfill requirements will vary based on CULTEC chamber model. Please refer to Table 6 on page 10
and engineer's drawings.
Any discrepancies with the system sub -grade soil's bearing capacity must be reported to the design engineer.
(D7 Filter fabric must be used as specified in the engineer's drawings.
CULTEC requires the contractor to refer to CULTEC's Installation Instructions Tables 1 - 6
shown on pages 8 - 10, concerning vehicular traff ic. Responsibility for preventing vehicles , I �qft
that exceed CULTEC's requirements from traveling across or parking over the chamber
system lies solely with the contractor throughout the entire site construction process. The
placement of warning tape, temporary fencing, and/or appropriately located signs is highly Waming Tape
recommended. For Acceptable Vehicle Load information, refer to Tables 1 and 2 on page 8.
Erosion and sediment -control measures must meet local codes and the design engineer's specifications throughout
the entire site construction process.
1 CULTEC systems must be designed and installed in accordance with CULTEC's minimum requirements. Failure to do
so will void the limited warranty (copy located on page 11).
�,Ii) For information regarding the installation of CULTEC chambers, accessories, warranty or other questions, contact
CULTEC at (203) 775-4416 or visit www.cultec.com.
For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
:%
THESE INSTALLATION INSTRUCTIONS ARE FOR SINGLE -LAYER, PAVED, AND TRAFFICKED
APPLICATIONS ONLY
Site Preparation and Excavation Requirements .......................................................................................... 4
CULTEC Chamber Specification Information .............................................................................................. 5
Chamber Preparation and Installation Requirements ............................................................................ 5-6
StoneBackfill Requirements .......................................................................................................................... 6
BackfillingRequirements ................................................................................................................................ 7
AcceptableVehicle Loads .............................................................................................................................. 8
AcceptableFill Materials .......................................................................................................................... 8-9
AcceptableFilter Fabrics .............................................................................. ............................................. 10
Paved, Traffic Installation Minimum and Maximum Fill Requirements .................................................... 10
OurWarranty ................................................................................................................................................
All illustrations and photos shown herein are examples of typical situations. Be sure to follow the engineer's
drawings. Actual designs may vary.
Illustration setbacks not actual
C
CULTEC
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For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
AW
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Preparation and Excavation
QA Excavate and level the area per engineer's drawings. Refer to plan view and
cross-section details and excavate bed to accommodate chambers and header
manifold system. Be sure to allow for a twelve -inch stone border around the
perimeter of the system in your excavation calculations.
Remove any standing water and maintain positive drainage of the site throughout
the installation. Dewatering procedures must be used if necessary.
Prepare the sub -grade soil for the chamber bed as specified by the
engineer's drawings.
(�' Place CULTEC No. 410 non -woven filter fabric (or equivalent — see Table 5, page 10 for acceptable filter fabrics) over the
A) prepared sub -grade soil. Overlap the filter fabric by at least 24 inches where the fabric edges meet.
(br) Place filter fabric around the excavated bed bottom and perimeter as specified by the engineer's drawings.
NOTE: (Fabric is required over the system's top after six inches of stone has been placed over the chambers.)
Disperse a minimum six-inch level base of 1 to 2 inch diameter washed, crushed stone over the entire area of the bed
bottom (see Table 3, page 8 for stone requirements). Refer to the engineer's drawings for sub -grade soil preparation and
required stone foundation thickness.
J) Using a vibratory roller, compact the stone with full dynamic force applied to achieve a flat surface.
Rechargerl V8` Intermediate End Detail and Installation Information
Larg,�e Rib
End DeWil
Small Rib
�_`.nd Datai!
jaz
�viod�_d I - 'Jnk,
Rechargerl V8- is available in Model I only.
Model I is an intermediate. They are used to
extend the length of a Rechargerl V8- chamber run.
HVLV"V8'" Header System End Detail and Installation Information
LF�-�q-z Rib
F-.n,J Detiii
7�
CA -1
Mcch"! R
Srnafl Rio
End D(-�3tail
S, - S�_,Irzef U(J"
These units can only be used with Rechargerl V8".
HVLV" V8- is available in Models R, S, I and E.
Model R is a stand alone unit. They can be used
singularly. Running a pipe between units may also
interconnect them.
Model S is a starter unit. They are used to start a
run of Rechargerl V8- chambers.
Model I is an intermediate. They are used when a
header pipe is required in the center of a Recharger"
V8 T1 chamber bed.
Model E is an end unit. They are used to end a run
of Rechargerl V8- chambers.
TZ*211�,S,l
I Maw
For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
E M F_
.-,ULTEC Chamber Specification Information
Aso Refer to Table 4 and Figure 1 on Page 9.
Cultec Heavy Duty "HD" chambers must be used for any paved or trafficked applications. CULTEC "HD" chambers
have a distinctive contrasting stripe (i.e. aqua stripe) permanently affixed along the full length of the chamber
Chambers that do not have this stripe must not be used for paved or trafficked application.
wl=�_"Zw_xvl�
Chamber Preparation and Installation
Cultec Recharger`�' and HVLV` chambers have the distinctive features of a fully formed end wall and over -lapping
rib connection.
Cultec chamber ribs are dimensionally sized with an open large rib and a closed smaller rib to allow for an easy interlocking
rib connection. Quick - Easy - Strong.
Cultec chambers are typically installed in a series of one or more chamber rows.
Typical installation methods for CULTEC Recharge' V87 and HVLV' V9"
Option 1.
04__� Place one Starter Unit with an HV12V V8
Model S as designed for each row of units to
be installed.
Place middle chamber (Model 1) Rechargerl V8`1
so the directional arrow located in the center of
the units points downstream towards the end of
the line. Overlap the large open end rib over the
small rib of the preceding chamber's end wall,
interlocking the chambers together. Note: When
placing chambers take care to maintain center -to -
center separation requirements, measuring from
the base of the chamber.
�To ease backfilling requirements, only install as
many middle chambers as the stone -laying
bucket or conveyor can reach.
Odd�n End
—Hidden End
Jb S
;�-�Hdden End
40 Place stone as outlined on pages 6 - 7, taking
care not to drop stone over the last rib to be overlapped.
.50 Continue chamber and stone placement using middle chambers (Recharger" V81 ), until the last unit in the row is to
be placed, at which point the HVLV' V8 -E chamber is used to end the line.
�'O.) Continuing to the finalization of the backfill requirements.
Important Note: Prior to the placement of the next course line of chambers, the level and alignment of the chamber units shall be checked and
corrected, where needed C_
-Aj;& X
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For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
H Elm i
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nuf
)ical installation methods for CULTEC Recharge' V8'" and HVLV' V8'" (continued)
Option 2.
Kdd.� End --
Start each line with an HVLV" V8"'S (Model S).
C2 Place middle chamber (Model 1) Recharger" V8 I so the
directional arrow located in the center of the units points
downstream towards the end of the line. Overlap the large open
end rib over the small rib of the preceding chamber's end wall,
interlocking the chambers together. Note: When placing
chambers take care to maintain center -to -center
separation requirements, measuring from the base
of the chamber.
)Use HVLVTM V8-1 (Model I) where header is required
5 \
- -------- -
.5w
1, 1 �dn I � �d
S,�
0411�01`1
'elbaf(Je,
V \13
"Ili
Hidden End
in center of bed.
Place stone as outlined on pages 6 - 7, taking care not to drop stone over the last rib to be overlapped.
continue chamber and stone placement using middle chambers (Recharger'�' V8-1 ), until the last unit in the row is to be
placed, at which point the HVLV' V8 E chamber is used to end the line.
Continuing to the finalization of the backfill requirements.
Stone Backfill
Baickfill using washed, crushed stone as specified in Table 3, page 8 and Table 4, page 9. To maintain row separation
distance and prevent chamber displacement, slowly distribute stone on top of chamber crown so that stone builds
ieen chamber rows as required by the most current version of the CULTEC installation instructions.
UULTEC recommends two methods of stone placement: excavator or stone conveyor boom.
Excavator -Placed Stone
Typically the most common method, excavator -placed stone is limited by the reach of the arm. To accommodate
this issue with larger beds, it is common to prepare a bed by joining just a few chamber units at a time, then
placing the stone and fabric before installing the next few units.
The excavator is usually operated
within the excavation area. The
excavator may work at grade level
over recently placed chambers,
provided coverage between the
chambers and the excavator tracks
meets the minimum requirements
as shown in Table 6, page 10.
Telescoping Conveyor Boom Placement
With booms as much as 120-140 feet long, telescoping aggregate conveyors can greatly aid the process of
stone placement.
With both stone -placement methods, ladling the stone carefully over the chambers' centers will secure them in place.
Evenly distributing the stones will help prevent chamber movement and maintain row separation.
Once secured, stone may be placed to surround the chambers and fill the perimeter areas to a minimum of 6 inches
above the chamber tops. Do not allow equipment to drive over the chambers unless the minimum cover as shown in
Table 6, page 10 is in place.
"3,,oeat steps until all of the last chamber units are in place. Be certain to use the HVLV" V8"'E to cap/end the line of
mbers in place as specified by the drawings.
If a manifold system is designed on the back end of the chamber bed, follow manifold installation instructions as
described previously.
For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
U if
iv
Backfilling Requirements
Place the stone over the entire bed area as described in previous section
(see (�)in illustration on page 9). Cover the entire installation area with
CULTEC 410 non -woven filter fabric, starting from the perimeter and laying it
atop the stone. The filter fabric must overlap at least 24 inches at the edges.
�r'2;)Fill the first 12 inches (see (�)in illustration on page 9) with enough materials
to meet the requirements as shown in Table 4, page 9. Backfill over the top of
the filter fabric (see (�) in illustration on page 9) in lifts that do not exceed 6
inches, and disperse the fill with a vehicle that meets the maximum wheel loads
or ground pressure limits as specified on specified in Tables 1 & 2 on page 8.
Compact each lift of backfill as specified in the engineer's drawings. CULTEC
specifies compacting to a minimum of 95% of the standard proctor density
using a walk -behind or vibratory roller with a gross vehicle weight of less than
of 12,000 lbs and a maximum dynamic force of 20,000 lbs. -inch
Backfili over the chamber bed (see (�) in illustration on page 9) in 6
maximum lifts until the specified grade is achieved. CULTEC's cover
requirements vary by model. Refer to Table 6, page 10 for minimum and
maximum fill coverage. For pavement sub -base or special fill requirements,
see engineer's drawings.
Backfill height differential should never exceed 24 inches with adjacent
chambers. Minimum cover heights must be met before allowing vehicles to
drive over the bed. Avoid using large rocks and/or organic matter as backfill
material. See Table 4, page 9 for acceptable cover materials, or contact the
design engineer for approved fill types.
& , C:
_tx CULTEG
For information contact CULTEC at (203) 775-4416 or visit www.cultec-com.
f'4
C� LL
kqt 1,�
-,-, tg';�
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;le 1.
Maximum allowable axle loads for wheeled vehicles at various cover depths
8,000
6 16,000
12 32,000
7
20 with pavement
m 32,000
26+ without pavement
I All dump truck and all wheel vehicle travel exceeding Maximum loads allowed are strictly prohibited and will vold the warranty.
Table 2.
Maximum allowable ground pressures for various vehicle track widths and fill depths
L Ground pressure is vehicle operating weight divided by total truck contact area for both tracks. Turning should be kept to a mini, num. Call CULTEC, Inc.
at 203-775-4416 or visit www.cultec.co for examples of allowable tracked vehicles.
Table 3.
Criteria for acceptable 1 - 2 inch washed, crushed, angular stone
NOTE: See (D and of Table 4 for additional stone requirements.
W'M IL*A & at
For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
Table 4.
Acceptable fill materials
I 1 #1 - . — �i`cl �� I P - ,
WAS "L
Foundation stone
Washed, crushed
7_,
Per engineer's
Plate compact or
below chambers - 6"
Table 4.
Acceptable fill materials
PLEASE NOTE: The fisted AASHTO classifications are for gradations. The stone must be washed, crushed and angular For example, the stone must be
specified as washed, crushed No. 4 stone. IMPORTANT Fill materials shall be free of debris, trash, frozen lumps and other deleterious matter
Figure 1. Fill material locations - refer to Tables 3 and 4.
CULTEC HVLV V8
CULTEC RECHARGER V8
HE,
1-2 INCH WASHED,
CULTECHVLVF11OX2 CRUSHEOSTONE�
PAVEMENT (PER ENGINEERING DRAWINGS)
95% COMPACTED FILL
4 OZ. NON -WOVEN FILTER FABRIC
f—ALL AROUND STONE
12" MIN.
6" MIN
34"
CHAMBER
HEIGHT
'6" MIN
4 12" 60" 54"
TYR �_CENTER TO CENTER4 �_CHAMBER WIDTH
CULTEC
AIME&I'W"M _11azlit",
For information contact CULTEC at (203) 775-4416 or visit www,cultec.cOm.
Foundation stone
Washed, crushed
5,56,57,467
Per engineer's
Plate compact or
below chambers - 6"
stone with the
drawings
roll to achieve a
95% Standard
minimum base required
majority of particles
"
Proctor density
per engineer's drawing
between 1 - 2"
Embedment stone
Washed, crushed
4, 5, 56, 57, 467
Per engineer's
No compaction
surrounding and to a
stone with the
drawings
required
6" elevation above
majority of particles
chambers
between 1 " - 2"
Fill material from 6"
Granular well -graded
4, 5, 6, 7, 8, 9,10,
Group A-1
Compact in 6" lifts
95%
to 18" elevation
soil/aggregate
56, 57, 67, 68, 78,
Group A-2
to a minimum
above chambers -
mixtures, <35% fines
89,467
Group A-3
Standard Proctor
refer to Table 6 page 10
density. Roller gross
vehicle weight not to
for proper chamber
exceed 12,000 lbs.
model minimum
Dynamic force not to
fill requirements
exceed 20,000 lbs.
A
4) ( Fill material from
Any soil/rock
Per engineer's
Per engineer's
drawings
Prepare per
engineers drawing.
18" to grade
materials, native soils
drawings
Paved installations
above chambers -
or per engineer's
Check plans
may have strict
refer to Table 6 page 10
for proper chamber
plans.
for pavement sub-
material and prepa-
model minimum
grade requirements.
ration requirements
fill requirements
PLEASE NOTE: The fisted AASHTO classifications are for gradations. The stone must be washed, crushed and angular For example, the stone must be
specified as washed, crushed No. 4 stone. IMPORTANT Fill materials shall be free of debris, trash, frozen lumps and other deleterious matter
Figure 1. Fill material locations - refer to Tables 3 and 4.
CULTEC HVLV V8
CULTEC RECHARGER V8
HE,
1-2 INCH WASHED,
CULTECHVLVF11OX2 CRUSHEOSTONE�
PAVEMENT (PER ENGINEERING DRAWINGS)
95% COMPACTED FILL
4 OZ. NON -WOVEN FILTER FABRIC
f—ALL AROUND STONE
12" MIN.
6" MIN
34"
CHAMBER
HEIGHT
'6" MIN
4 12" 60" 54"
TYR �_CENTER TO CENTER4 �_CHAMBER WIDTH
CULTEC
AIME&I'W"M _11azlit",
For information contact CULTEC at (203) 775-4416 or visit www,cultec.cOm.
"k M
'A _'J� 3! 11�_ -MVP
Ae 5.
CULTEC No. 41 OT" Non -Woven 4 oz. Filter Fabric Specification Information
ASTM -D-4632
90 lb.
3rab Tensile Strength
3rab Tensile Elongation
ASTM -D-4632
50%
Mullen Burst
ASTM -D-3786
2225 psi
Puncture
ASTM -D-4833
65 111
Trapezoid Tear
ASTM -D-4533
45 lbs.
UV Resistance
ASTM -D-4355
70%
Apparent Opening Size
ASTM -D-4751
70 US Sieve
Permittivity
ASTM -D-4491
2.5 Sec, - 1
Flow Rate
ASTM -D-4491
175 gpm/ft'
I
St ibstitutions must meet or exceed these minimums
711i
Table 6.
Minimum and Maximum Fill Requirements (see Figure 1 on page 9)
Refer to Table 3, Table 4 and Figure 1 on page 7 for acceptable fill requirements.
wry, _V Amorul�,
For information contact CULTEC at (203) 775-4416 or visit wv,/w.cultec.com.
77 7L'
10 -Year Limited Warranty
CULTEC, Inc. finished chamber products, when properly installed and operated under normal conditions of use, are
warranted by CULTEC, Inc. to be free from defects in material and workmanship for a period of ten (110) years from the date
of purchase from CULTEC, Inc. or an authorized CULTEC, Inc. Representative or Distributor. In order to obtain performance
under this warranty, the buyer must promptly (in no event later than forty-five (45) days after discovery of the defect) give
written notice of the defect to CULTEC, Inc., at 878 Federal Road, RO. Box 280, Brookfield, CT 06804. Buyer is responsible
for freight charges both to and from CULTEC, Inc. in all cases.
This Warranty does not apply to installation piping and/or other parts not supplied and produced by CULTEC, Inc.
CULTEC, Inc.'s warranties also do not extend to any goods or parts which have been damaged prior to installation,
subjected to misuse, damaged by lack of maintenance, improper installation, neglect, damaged by accident, or damaged
by being crushed by heavy equipment weighing in excess of the rated load carrying capacity of the chamber Product.
This Warranty also does not apply to shipping or in transit damage.
THIS WARRANTY IS LIMITED TO THE ORIGINAL PURCHASER. THIS WARRANTY DOES NOT APPLY TO PRODUCT
NOT INSTALLED ACCORDING TO CULTEC WRITTEN INSTALLATION INSTRUCTIONS.
THIS WARRANTY IS EXCLUSIVE. THERE ARE NO OTHER WARRANTIES WITH RESPECT TO THE PRODUCTS,
INCLUDING NO IMPLIED WARRANTIES OF MERCHANTABILITY OR OF FITNESS FOR A PARTICULAR PURPOSE,
THIS EXPRESS WARRANTY EXCLUDES ALL OTHER WARRANTIES OR REPRESENTATIONS EXPRESSED OR IMPLIED
BY ANY LITERATURE, DATA, OR PERSON. CULTEC, INC.'S MAXIMUM LIABILITY UNDER THIS EXCLUSIVE REMEDY
SHALL NEVER EXCEED THE COST OF THE SUBJECT PRODUCT. CULTEC, INC. RESERVES THE RIGHT, AT ITS SOLE
DISCRETION, TO REFUND THE PURCHASE PRICE IN LIEU OF REPAIR OR REPLACEMENT
CULTEC, INC. WILL NOT BE RESPONSIBLE OR LIABLE FOR INDIRECT OR CONSEQUENTIAL DAMAGES OF ANY
KIND, however arising, including but not limited to those for use of any products, loss of time, penalties or punitive
damages, inconvenience, lost profit, labor charges, or other incidental or consequential damages with respect to persons,
business, or property, whether as a result of breach of warranty, negligence or otherwise. Notwithstanding any other
provision of this warranty, BUYER'S REMEDY AGAINST CULTEC, INC. FOR GOODS SUPPLIED OR FOR NON -
DELIVERED GOODS OR FAILURE TO FURNISH GOODS, WHETHER OR NOT BASED ON NEGLIGENCE, STRICT
LIABILITY OR BREACH OF EXPRESS OR IMPLIED WARRANTY, IS LIMITED SOLELY, AT CULTEC, INC.'S OPTION,
TO REPLACEMENT OF OR CURE OF SUCH NONCONFORMING OR NON -DELIVERED GOODS OR RETURN OF
THE PURCHASE PRICE FOR SUCH GOODS AND IN NO EVENT SHALL EXCEED THE PRICE OR CHARGE FOR
SUCH GOODS. THERE ARE NO WARRANTIES WHICH EXTEND BEYOND THE DESCRIPTIONS SET FORTH IN
THIS WARRANTY, notwithstanding any knowledge of CULTEC, Inc. regarding the use or uses intended to be made
of goods, proposed changes or additions to goods, or any assistance or suggestions that may have been made by
CULTEC, Inc. personnel, This Warranty can not be modified or extended except by a writing signed by an authorized
officer of CULTEC, Inc.
CUSTOMER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF CULTEC, INC. PRODUCTS FOR
CUSTOMER'S USE OR RESALE, OR FOR INCORPORATING THEM INTO OBJECTS OR APPLICATIONS WHICH
CUSTOMER DESIGNS, ASSEMBLES, CONSTRUCTS OR MANUFACTURES. THIS WARRANTY DOES NOT COVER
IMPROPER SIZING, IMPROPER SITING, THE PLACEMENT OF INAPPROPRIATE MATERIALS INTO THE CHAMBER
PRODUCTS, OR FAILURE TO MAINTAIN THE MINIMUM AND APPROPRIATE FILL MATERIAL COVER OR ANY OTHER
EVENT NOT CAUSED BY CULTEC, INC.
The original receipt for the goods must be included with the documentation supporting any claim under the terms of this
Limited Warranty.
For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
7�
CIA
CULTEC
Chamber of Choice'"
CULTEC, Inc.
878 Federal Road * PO Box 280 9 Brookfield, CT 06804
Phone: 203-775-4416 - Toll Free: 800-4-CULTEC - Fax: 203-775-1462
Web: www.cultec.com * E-mail: custservice@cultec.com
Protected by one or more of the following patents: U.S. Patent No. 5,087,151, U.S. Patent No. 5,419,838, U.S. Patent No. 6,129,482, U.S. Patent No. 6,322,288 131.
Other U.S. and Foreign patents. Other U.S. patents pending. RECHARGERI, CONTACTORI, HVLV' and STORMFILTERI are trade names of CULTEC, Inc.
Copyright 2006 CULTEC, Inc. All rights reserved.
The drawings, photographs and illustrations shown in this document are for illustrative purposes only and are not necessarily to scale.
CULTEC reserves the right to make design and/or specification changes at any tirne without notice at CULTEC's sole discretion.
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4+111111 - EXISITING MASTER PLAN DRAIN
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01010 PROPOSED MASTER PLAN DRAIN
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PROPOSED MASTER PLAN DRAIN EXTENSION
CITY OF FONTANA, CALIFORNIA
PUBLIC WORKS DEPARTMENT
SOUTH FONTANA
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Hall & Foreman, Ine.
MASTER DRAINAGE PLAN
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Engineering, Surveying x. Planning -Landscape kchitecture
EMPIRE CENTER.STUDY
43513 Ridge Park DrIve Temecula, Co. 92590
Phn. 951 676-6726 Fox. 951 699 0896
HYDROLOGY MAP
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