HomeMy WebLinkAboutJuniper Ave Storm Drain Line F-3 - 5-22-2007DRAINAGE 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:
W-
, a �' mo r 16 "moo-,
Esther Barrigav
Registered Civil Engineer No. 50152
Exp. 6-30-07
MAY 2007
9'jkom
BA
-07
LU E)XVP. rn
cc No. 50152
CIVIV
OF C
APPROVED
5 -'LL 5 01
Report
1.0 Introduction
2.0 Hydrology
3.0 Hydraulics
4.0 Summary
5.0 References
Appendices
Appendix A:
Appendix IS
Appendix C:
Appendix D:
TABLE OF CONTENTS
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,
and F
Street Capacity Calculations
Juniper Avenue Runoff Capacity
Hydraulics — WSPG
Riser Calculations
Catch Basin Sizing
Record Drawings
Home Depot Hydrology Report — PM 17652
E -2(a), E -2(b), D
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.
Sq4v Ave
rn
Slaver Ave
Slaver Ave
Alisa Df
T -f at Dt
tM Dt
W
z
Santa Ana Ave
0
E�anta Ana Avt
Q0
!L:
Bark St
Lilac St
0
TO Wdrone St
Underwood Dr
Pear St
Kraft
Birchtree St
EucOyptuS St
Redrnaple, St
r
'0
Juru paAv
d4
een. St
Windowst of
'"a Tr -1--V Ck Fl"U Ln
IL Avenue Del Sol
-in
-CL
VaRayvale Dr
Kerte Ln
Appkgata Dr 4 Via
to
Do Anza &
Vesu MIX
Goklv*06 Ave
La
0 2005 MapQuestxorn, Inc.
02005 N*AVTEQ
FIGURE 1
2
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.
This storm drain will also serve the proposed Home Depot site (PM 17652) at the
intersection of Santa Ana and Sierra Avenues.
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 its future 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:
1 n = 0.013 for reinforced concrete pipe, n = 0.014 for reinforced concrete box, and n
0.015 for concrete V -ditch.
2. 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, 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-3"
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
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 (PM
17652)
COPY OF HYDROLOGY SYSTEM DZ -4 (LINE "F-3") FROM
CITY OF FONTANA'S MASTER PLAN
OF DRAINAGE
PIN
Vwi
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(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 S(U= 0.50
0.073(In/Hr)
TC = k(O.304)*[(length^3)/(elevation change)1^0.2
Initialarea 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 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 C? 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
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 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.)
g5?;
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 = 31.443(CFS)
Depth of flow = 0.564(Ft.), Average velocity = 2.888(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 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
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 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, gut;ter to grade break (v/hz) = O.Q20
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [11 side(s) of the street
Distance from curb to p roperty 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 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 SM= 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)
6,2,0
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(Fm)= 0.073(ln/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 = 1052.000(Ft.)
Length of street segment = 660.000(Ft.)
9 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 gr'ade 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
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
No. (CFS) (min)
Rainfall Intensity
(In/Hr)
8'�
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(Tn/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
......................................................................
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) dlevation = 1060.800(Ft.)
Bottom (of initial area) elevation = 1055.800(Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.00500 sM= 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
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
F-W.W01
......................................................................
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 =
Depth of flow = 0.454(Ft.), Average velocity =
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
17.312(CFS)
2.626(Ft/s)
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr)
Rainfall intensity = 2.425(In/Hr) for a 25.0 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.
CY 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)
1 69.831
2 35.846
Qmax (1)
1.000 *
0.959 *
Qmax (2)
1. 041 *
1.000 *
20.74
19.45
1. 000 *
1.000 *
0.938 *
1.000 *
Rainfall Intensity
(In/Hr)
2.075
2.157
69.831) +
35.846) + 104.218
69.831) +
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
**** PJPEFLOWTRAVEL 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 = I 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(0-0)= 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
......................................................................
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 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
M
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) .90 min.
Travel time = 2.00 min. TC 15
Adding area flow to street
COMMERCIAL subarea type
Decimal fract'lon 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 0.073(In/Hr)
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)=
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) 2.893(Ft/s)
Depth of flow = 0.474(Ft.), Average velocity =
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 flQw width = 20.1000(Ft.)
Flow velocity 3.31(Ft/s) 9.23 min.
Travel time = 3.32 min. TC = 1
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)
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 ****
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 (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)
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)
RIZI
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
"M
0 W 1. Cr Z qA 64 X EEL
W
ILN.
kk
IN TERS TA TE 10
Ave.
r
0.0
I"
lid,
Co
-9
40
1E-4 XNla- -
-NODE NUMBER.
H-19 SU13AREA DESIGNATION UP
CALCULATION -ORDER NUMBER &.PAGE FINDER (1401,1402, ETC.)
EYJsi-nN(; MASTER PLAN DRAIN
4000 MINIM PROPOSED MASTER PLAN DRAIN
PROPOSED MASTER PLAN DRAIN EXTENSION
C C
CITY OF FONTANA, CALIFORNIA
PU13LIC WORKS DEPARTMENT�
I Wr 'S
HEM" OUTH FONTANA
Hall & Foremanjuco Cq
MASTER DRAINAGE PLAN -8 ul
Engineering! Surveying i Planning -Landscape Architecture EMPIRE CENTER -STUDY
435113 Ridge Park Win Temecula, Co. 92590
CP
Phn. 951 676-6726 Fox. 951 699-0896 HYDROLOGY MAP
00
Ca q
NOL)IFIED HYDROLOGY
25 YEAR STORM
NOTE: SEE SECTION 2.0 AND APPENDIX "9
OF HYDROLOGY REPORT FOR Q25 CALCULATIONS
AND EXPLANATIONS
( E-1
� �-33
Q25=1.04 cfs
LAT. E-1 -
& Q 25 = 12.87 cfs
8 Q25 =58.85 cfs
@QM=64-16 cfs
( C-1
1\ . �46
Q25 =0.75 cfs
LAT C-1
Ljj
A -1a >
0.46
ry
Q25 =0.78 cfs LLJ
:D
D
Q 25 = 162.05 cfs
LAT A-1
A-1
0.49
62
A_
*0
5 cfs
Q25 =0.78 cfs
Q 25 == 165.17 cfs
I
T. E-2
LAT. D
- LAT. F
LEGEND
0� m m �
Q25= 4.5 cfs
DRAINAGE BOUNDARY
SUBAREA BOUNDARY
25 -YEAR DISCHARGE
dc SUBAREA DESIGNATION (SAME AS
A-1 LABEL OF LATERAL COLLECTING
1.25 RUNOFF FROM THE SUBAREA)
-AREA (IN ACRES)
&-NODE NUMBER (AS SHOWN IN AES)
SANTA ANA AVE.
LINE F-3
LAT C-2
"'-'---Q 25 =97.20 cfs
r 2a�
0.46
A-20
Q25 =0.78 ds
L T
AT B
LAT A-2
25=165.17 cfs
(A-21b�
NO—.46�)
Q25 =0.78 cfs
—2b
Q25=9-19 CfS
Q 25 =5.44 cfs
K 0"
C - �2
1� . �74
Q 25 =32.29 cfs
rB 1
9.34
j
1*ft-wol
Q 25 =32.83 cfs
KB -2
��.�59
Q 25 =32-02 cfs
L-
rE 2 a..'N
� . �69
Q 25 =3.51 cfs
rC�
kj �. �44
Q25 =46.15 cfs
*0-
(C 1 +�C2
�20.20J
11-�
Q 25 =33.04 cfs
PER MASTER PLAN
n IQ
-'Q
A2a
B-210
\�0.2
. �6
Q 25 =34.39 cfs
PER MASTER PLAN
— b
A n-21 b
1
Q 25 =33.58 cfs
PER MASTER PLAN
JURUPA AVE.
101
bi
V)
T+ jo
jo AD jo
>
61-m�
--I t u a >1 > JO
>
> OD
ba bo
OUT
-4
CO,
JU N I P R A VE.
46
CD
m al 16-
10�4 M,
04� jo
A- NJ jo
C— (0 T
CA CA CO Cr
!IQ !,3
COM p 0
CA
C:
0
CO
JO
jo
> rn
< ;0 rrIm -M,
SA
m C) CA
0 . W> (8 —
;94 Ul 0
64 0+
(A
L4
CO
00 CO 0
M --hoc -hr\
0-
h
CO Ca CA
�5
RRA AVE.
U)
z
z
m
0
C?
> 0 m
C:)
m
m
x
0
r- M
0
< M
0
z X
m
a
C) Z
C)
>
M z
m
00
X
(n
C.n
0
h
CO)
CA
(.n
C')
K:
PQ 0
Ol u
0
(-- m
a) >
>
m
>
m
a) ap
C)
C=
—TI
m
u
X
0
r-
0
rl
m
G)
m
z
a
M r- (n
m
m
CD
0 M
0
Ln
a3
:t- rp��
M
M
m
Cn
C.n
0
h
CO)
CA
(.n
C')
K:
PQ 0
Ol u
0
(-- m
a) >
>
m
>
m
a) ap
C)
C=
—TI
m
u
X
0
r-
0
rl
m
G)
m
z
a
0
z
LU
0
LU
.j
CD
0
1
0
ry
C)
C)
0
LLJ
C.D
w
3:
C-)
0 C> LQ
M M M
LLI
L15 w
LLJ
m
::> U")
m V)
M
U-)
C111-4
LO
(n
<C
LLJ
m
Lf) L
F=
LLJ
9= -
�CZC3 CL
Of.
< c
M a
=D -C
V) -
0-1%
V)
re -R WS -TC -K
64, 16
0-
t\,
h
C)
tbz-
C-4
:z
U.j
C/)
LU 0
C/)
L;j r
0 LL -
Z: 0 <
PLA
AdA A
62, &q. 93 - A.97
"3
64 = i 3?,,?v - loq 2 -z
= 33.5 &
JL) A
woite/v Pit -in
A dj v 5te e -y- 47wL-e Pef vt
X
LLJ;5
< Uc
C3
C)
tbz-
C-4
:z
U.j
C/)
LU 0
C/)
L;j r
0 LL -
Z: 0 <
PLA
AdA A
62, &q. 93 - A.97
"3
64 = i 3?,,?v - loq 2 -z
= 33.5 &
JL) A
woite/v Pit -in
A dj v 5te e -y- 47wL-e Pef vt
MODIFIED 25 -YEAR HYDROLOGY MAP
25 -YEAR RUNOFF CALCULATIONS
FOR SUBAREAS E-1 5 E -2(a)5 E -2(b) AND F
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, IEI-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 -i
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.523 rE- 2
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.406
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.)Vex
COMMERCIAL A 1.69 0.98 0.10 32 16.52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 3.51
TOTAL AREA(ACRES) 1.69 PEAK FLOW RATE(CFS) 3.51
FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 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.) = 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 AREMACRES) = 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 SU13AREA FLOW-LENGTH(FEET) 430.00
ELEVATION DATA: UPSTREAM(FEET) = 1058.50 DOWNSTREAM(FEET) 1053.60
Tc = K*[(LENGTH** 3.00)/(ELEVATION 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 II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc re 4�
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.33 0.98 0.10 32 8.41
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SL�;�
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA 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 CONFLUENCR<<<<<
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 AREA(ACRES) 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
ELEVATION DATA: UPSTREAM(FEET) = 1060.00 DOWNSTREAM(FEET) 1055.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 e_� f,
nr N
F-r-om post WICC'
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
7.902
* 25 YEAR RAINFALL INTENSITY(INCH/HR) =
3.746
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 2.80
0.98
0.10 32 7.90
SUBAREA AVERAGE PERVIOUS
LOSS RATE, Fp(INCH/HR) =
0.98
SUBAREA AVERAGE PERVIOUS
AREA FRACTION, Ap
= 0.10
SUBAREA RUNOFF(CFS)
9.19
TOTAL AREA(ACRES) =
2.80 PEAK FLOW
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
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:
PEAK FLOW RATE(CFS) = 12.87 Tc(MIN.) = 7.90
EFFECTIVE AREA(ACRES) 3.92 AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED FP(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 4.82
LONGEST FLOWPATH FROM NODE 101.00 TO NODE 110.00 = 1640.00 FEET.
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 AREMACRES) = 13.44 PEAK FLOW RATE(CFS) 46.17 rD
AREA -AVERAGED Fm(INCH/HR) 0.06 AREA -AVERAGED Fp(INCH/HR) 0.57
AREA -AVERAGED Ap = 0.10 lll_�
NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL
CONFLUENCE ANALYSES. FrVK4 4oMe
Depof
FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 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.) = 7.66
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 AREMACRES) 11.92
TOTAL STREAM AREMACRES) = 13.44
PEAK FLOW RATE(CFS) AT CONFLUENCE 46.17
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
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 AREMACRES) 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 1
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 11S.00 TO NODE 11S.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.) = 7.93
RAINFALL INTENSITY(INCH/HR) = 3.74
AREA -AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAOED Fp(INCH/HR) = 0.67
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 15.69
TOTAL STREAM AREMACRES) = 18.26
PEAK FLOW RATE(CFS) AT CONFLUENCE S8.8S
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
* 25 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
SUBAREA RUNOFF(CFS)
5.44
TOTAL AREA(ACRES) =
1.62 PEAK FLOW
RATE(CFS)
5.44
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 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.) = 7.61
RAINFALL INTENSITY(INCH/HR) = 3.83
AREA -AVERAGED Fm(INCH/HR) = 0.10
AREA -AVERAGED Fp(INCH/HR) = 0.98
rF
Frum Inferim
D,6,/ FKiWe
Deve(opm&t
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.62
TOTAL STREAM AREA(ACRES) = 1.62
PEAK FLOW RATE(CFS) AT CONFLUENCE 5.44
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
1
58.85
7.93
3.737
0.67( 0.07)
1
58.00
8.22
3.657
0.67( 0.07)
1
56.06
8.74
3.527
0.67( 0.07)
1
38.81
16.88
2.376
0.69( 0.07)
2
5.44
7.61
3.832
0.98( 0.10)
Ap
Ae
HEADWATER
(ACRES)
NODE
0.10
15.7
111.00
0.10
15.8
105.00
0.10
15.9
103.00
0.10
16.7
101.00
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-AVERAOED 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.
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.S27
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
STREET CAPACITY CALCULATIONS
I
------ R/W SETBACK TO WALL PER
Ct DEVELOPMENT CODE ON
1/2 R/W RESIDENTIAL SIDEYARDS
OR COMMERCIAL SETBACKS.
W P
LEVEL LINE
REFERENCE AC PAVING S
Is CENTERLINE
91A
2% r,
LEVEL
SEE N . OTE SIDEWALK OVER 90%
12" MINIMUM OF 957. COMPACTED NATIVE
No 7 COMPACTED NATIVE SUBGRADE CURB SEE NOTE 8
SEE NOTE 2 AND GUTTER
TYPICALMID-BLOCK 1/2 VVIDTH STREET SECTION
Parkway Sidewalk "A" "A MIN.
Roadway R/W W P, S 60 CURB 8" CURB AC
Des!2�� — — 59 0.16' 4"
Local 642 20& 12'
0 0.20' 4'
Local (<6000) 60, 18, 12' 51--L—O.03' —
Local an, --t �6. 45 N/A 0.08'
_9 4
&I ri 1 0. 12' 4.50
conector 68' 22' 12' — 5# N/A
iec or 68' 28' 6# 5' N/A 0 5.50
industrial
Secondary 92' 34#_ �: 'I 2;_L 51 N/A 1 -0.12' 6.5"
NOTES: E BASED UPON A STRAJGHT GRADE CROSSFALL OF 2% EXCEPT AS
1. THE LEVEL LINE OFFSETS AR GINEER. "A" CALCULATION INCLUDES 3/8" ASPHALT LIP.
OTHERWISE APPROVED 13Y THE CITY EN COURSE MATERIAL FOR STRUCTURAL
ESS OF A.C. PAVEMENT AND/OR BASE
2. ACTUAL THICKN TECHNICAL ENGINEERING REPORT AND
STREET SECTION SHALL BE.RECOMMENDED BY A GEO OUGH GRADING
SUBMITTED TO THE CITY OF FONTANA FOR APPROVAL UPON COMPLETION -OF R
UNLESS OTHERWISE DIRECTED BY THE CITY ENGINEER. SEE STANDARD DETAIL 1002 FOR
ADDITIONAL DESIGN PARAMETERS. - - _4000. BASE COURSES MIN. 0.15' 8 -,AR -400-0.
3. A.C. FINISH COURSES. MIN. 0.1', C2 -AR
4. CRUSHED AGGREGATE BASE SHALL BE IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK - LATEST EDITION)
AND AS APPROVED BY THE CITY ENGINEER.
5. INTERSECTION CROSS -SECrIONS/GEOMETRY SHALL BE BASED UPON AN ALIGNMENT STUDY.
S. FOR INFILL AND COMMUNII'Y/SPECIFIC PLAN AREAS OTHER STREET CROSS-SECTIONS
MAY APPLY AS APPROVED BY THE. CITY ENGINEER.
7. ADDITIONAL IMPROVEMENTS BEYOND JOIN LINE MAY BE REOUIRED BY THE CITY ENGINEER
WHEN MATCHING EXISTING IMPROVEMENTS.
a. EXACT LOCATION/WIDTH OF SIDEWALK MAY VARY AND SHALL BE DETERMINED AT . PLAN REVIEW
AS APPROVED BY THE CITY ENGINEER.
FESSi APP CITY OF FONTANA
t leve- pt
CITY ENGINEER DATF_ TYPICAL UNDIVIDED
No. 25126 ROBERT W. WEDDLE STREET SECTIONS
EXP. 12/31 /01 DRAWN BY: ERIC LEWIS
C1 L SM. PLAN NO. i000 ISHT. i OF i
or Choi 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.
Station (ft)
Elevation (ft) Start Station
0.00
0.67 0.00
0.00
0.00 1.50
1.50
0.13
1.50
0.16
22.00
0.57
End Station Roughness
1.50 0.013
22.00 0.015
S_�Keo(_
cafv, at�
( I )
Results
itAniper Avenue mWmum
Wtd. Mannings Coefficient
0.014
Discharge
13.33
cfs
S I ope
Flow Area
4.96
ft2
Wetted Perimeter
22.61
ft
SCrVA I
Half WA
Top Width
22.00
ft
Height
0.57
ft
o),S. reaAas crvwn.
Critical Depth
0.57
ft
Critical Slope
0.005022 ft/ft
Velocity
2.69
ft/s
Velocity Head
0.11
ft
Specific Energy
0.68
ft
Froude Number
1.00
Flow is subcritical.
03/19/07 FlowMaster v5.13
12:22:25 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of I
strexx
Street Capacity -Crown
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 Discharge
Section Data
Wtd. Mannings Coefficient 0.014
Channel Slope 0.005000 ft/ft
Water Surface Elevation 0.57 ft
Discharge 13.33 cfs
_// - -I-
0.7 () AJ
0.6
'IZ7
0.5
V- 0.4
C
0
a)
ED 0. 3
0.2-
0.1 —
0.0/
0.0 5.0 10.0 15.0 20.0 25.0
Station (ft)
03119/07 FlowMaster v5.13
12:23:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
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 Slone 0 008600 ft/ft
Elevation range: 0.00 ft to 0.67 ft.
Station (ft) Elevation (ft) Start Station
0.00 0.67 0.00
0.00 0.00 1.50
1.50
0.13
1.50
0.16
22.00
0.57
Discharge
3.51 cfs
Results
F(00
Deptk
(1)
Street Slore �v) fruv-t
0� pos� ofj�ce_
End Station Roughness
1.50 0.013
22.00 0.015
p �s c ik zi ri e- (3ee gu4'ft4
t4ydrY10fJ M-Ap
Me 102
Wtd. Mannings Coefficient
0.015
Water Surface Elevation
0.36
ft
Flow Area
1.48
ft2 No W
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.
Df,[*k
03/19/07 FlowMaster v5.13
01:40:42 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Flow Depth -in Front of Post Office
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 0.015
Channel Slope 0.008600 ft/ft
Water Surface Elevation 0.36 ft
Discharge 3.51 cfs
111VA
ME.
O.E
V_ 0.4
C
0
0.11
Alli
5.0 10.0 15.0 20.0
Station (ft)
R 0 o)
In f"Vif of
F05-16 offilce
25.0
03/19/07 FlowMaster v5.13
01:40:57 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of I
Floo
Flow Depth -at Laterals C-1 & C-2 Deptk
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
0.014
Channel Slope
0.006400 ft/ft
Elevation range: 0.00 ft to 0.67 ft.
Station (ft)
Elevation (ft) Start Station
0.00
0.67 0.00
0.00
0.00 1.50
1.50
0.13
1.50
0.16
22.00
0.57
Discharge
0.75 cfs -4d
Results
Wtd. Mannings Coefficient
0.014
Water Surface Elevation
0.25
ft
Flow Area
0.50
f?
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.
Streult glope- a/t
Latpmds e—t & c—,2
End Station Roughness
1.50 0.013
22.00 0.015
(gee PodA"ffeA
HyArofo�j P4P )
�: to w Dept h
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 I
Flow Depth -at Laterals C-1 & C-2 Flo�j
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
0.6
0.5
V- 0.4
C
0
10- 0. 3
0.2
0.1
0.0
0.0
5.0 10.0 15.0 20.0
Station (ft)
liomt,
03/19/07 FlowMaster v5.13
01:28:48 PIVI Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of 1
Flow Depth -at Laterals A-1 & A-2
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. 00 1300 ft/ft
Elevation range: 0.00 ft to 0.67 ft.
ftreet Slope
L,ifzr�ils A-1
Flov-)
T�O-Ptk-
(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 FIOW Dejpf/k
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.
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 I
Flow Deoth-at Laterals A-1 & A-2
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
0.013
Channel Slope
0. 00 1300 ft/ft
Water Surface Elevation
0.37 ft
Discharge
1.56 cfs
0
Mr.
O.E
V- O.'e
C
0
4�
CU
0.2-
0.1-
0.0�
0.0
03/19/07
01:32:47 PM
5.0 10.0 15.0 20.0
Station (ft)
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Roto
D-epA
(7-)
O"t
LDtenas
A-] E A -2
25.0
FlowMaster v5.13
Page 1 of 1
JUNIPER AVENUE RUNOFF CAPACITY
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
Wtd. Mannings Coefficient
Channel Slope
0.006400 ft/ft
Discharge
12.23
Water Surface Elevation
0.00 ft
6.57
ft2
Elevation range: -0.78 ft to 0.02 ft.
33.10
ft
Top Width
Station (ft) Elevation (ft)
Start Station
End Station
Roughness
0.00 0.00
0.00
14.00
0. ' 015
14.00 -0.28
14.00
19.00
0.013
16.50 -0.78
19.00
34.00
0.030
19.00 -0.28
0.05
ft
Froude Number
34.00 0.02
Flow is subcritical.
Results
Wtd. Mannings Coefficient
0.022
Discharge
12.23
cfs a CA
rett Cap
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.
<-- PAVEHNI
<� C010C. D17C
"- DI RT
03/19/07 FlowMaster v5.13
02:21:11 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of 1
Juniper Ave. Capacity (with Swale)
Cross Section 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
Section Data
Wtd. Mannings Coefficient 0.022
Channel Slope 0.006400 ft/ft
Water Surface Elevation 0.00 ft
Discharge 12.23 cfs
t
0.1
C
0
cu
a)
-0.13877'788e-1,5
-0.1
11111p,
114KC
-O.z
-0.!
-0.(
5111A
e / Q(
9/-�V
.0 10.0 15.0 20.0 25.0 30.0 35.0
Station (ft)
03/19/07 FlowMaster v5.13
02:21:17 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of 1
'77
J
COM
n-:-c.or5
.0 10.0 15.0 20.0 25.0 30.0 35.0
Station (ft)
03/19/07 FlowMaster v5.13
02:21:17 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of 1
WSPG LINE 66F-391
11
WATER SURFACE ELEVATION EXHIBIT
z
NTS
Lu
Lu
:3
LU
:3
STORM DRAIN EXHIBIT
THE HOME DEPOT
16700-16800 SANTA ANA AVENUE
DAIL 05104e= I'M Fontana , CA
POINT OF CONNECTION
W S �; 10 3 0-,��J
EXISTING SD LATERAL ON JURUPA
-------------------------
jURkffxk AVENUE
PENCO ENGINEERING, INC. CAD INPUT RA
J.L.
. ....................
manag—t mlo CHECK BY T,13o
Fuiw—C—H—EC—K
STORM DRAIN ANALYSIS PLUS
original version by Los Angeles County Public Works
Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989
Version
Serial Number
May 8, 2007 10: 5:S8
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: 5-07-2007
SO 30130.74 1025.11 54 .013 1030.SO
R 30532.58 1028.50 54 .013
JX 30538.08 1028-53 54 24 24.013 1.56 1.561029.811029.81 45.0 45.0
R 30695.08 1029-50 54 .013
JX 30706.00 1030.07 48 36 .013 64.85 1030.05 30.0
* 30998.25 1031.88 48 .013
* 31411.67 1033.95 48 .013
JX 31421.10 1034.49 42 18 30.013 0.75 32.291035.411034.17 45.0 45.0
R 32154.21 1039.04 42 .013
JX 32159.71 1039.07 42 18 .013 5.44 1039.80 45.0
R 32307.75 1039.99 42 .013
JX 32319.75 1040.57 36 36 .013 46.15 1040.41 - 30.0
R 32339.79 1040.69 36 .013
JX 32345.29 1040.72 36 18 18.013 1.04 12.71041.451041.86 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(5) 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
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 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:
S-07-2007
1
0
WATER SURFACE
PROFILE
ELEMENT CARD
LISTING
0 ELEMENT
NO
1
IS
A
SYSTEM OUTLET
U/S DATA
STATION
INVERT
SECT
30130.74
1025.11
54
0 ELEMENT
NO
2
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
30532.58
1028.50
54
.013
0 ELEMENT
NO
3
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1
LAT -2
N
Q3
30538.08
1028.S3
54 24
24
.013
1.6
0 ELEMENT
NO
4
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
30695.08
1029.50
54
.013
0 ELEMENT
NO
5
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1
LAT -2
N
Q3
30706.00
1030.07
48 36
0
.013
64.8
0 ELEMENT
NO
G
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
30998.25
1031.88
48
.013
0 ELEMENT
NO
7
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
31411.67
1033.95
48
.013
0 ELEMENT
NO
8
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1
LAT -2
N
Q3
31421.10
1034.49
42 18
30
.013
.8
0 ELEMENT
NO
9
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
32154.21
1039.04
42
.013
0 ELEMENT
NO
10
IS
A
JUNCTION
UIS DATA
STATION
INVERT
SECT LAT -1
LAT -2
N
Q3
32159.71
1039.07
42 18
0
.013
5.4
1
0
WATER SURFACE
PROFILE
ELEMENT CARD LISTING
0 ELEMENT
NO
11
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
32307.75
1039.99
42
.013
0 ELEMENT
NO
12
IS
A
JUNCTION
UIS DATA
STATION
INVERT
SECT LAT -1
LAT -2
N
Q3
32319.75
1040.57
36 36
0
.013
46.2
0 ELEMENT
NO
13
IS
A
REACH
UIS DATA
STATION
INVERT
SECT
N
32339.79
1040.69
36
.013
0 ELEMENT
NO
14
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1
LAT -2
N
Q3
32345.29
1040.72
36 18
18
.013
1.0
0 ELEMENT
NO
15
IS
A
SYSTEM HEADWORKS
U/S DATA
STATION
INVERT
SECT
32345.29
1040.72
36
NO EDIT
ERRORS
ENCOUNTERED -COMPUTATION IS
NOW BEGINNING
PAGE NO 2
W S ELEV
1030.50
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
1.6 1029.81 1029.81 4S.00 4S.00
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.0 1030.0s .00 30.00 .00
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
32.3 103S.41 1034.17 45.00 45.00
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.0 1039.80 .00 45.00 .00
PAGE NO 3
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.0 1040.41 .00 30.00 .00
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
12.7 1041.45 1041.86 45.00 45.00
W S ELEV
.00
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
SD - Line
F-3
Line
F-3 - Q25,
WSE control at
join existing =1030.5
File:
JUNSD.DAT
Date: 5-07-2007
0 STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AV13PR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
0 L/ELEM
so
SF AVE
HF
NORM DEPTH
ZR
0 30130.74
1025.11
5 .39
1030.50
166.4
10.46
1.70
1032.20
.00
3.76
4.50
.00
.00
0
.00
0 401.84
.00844
.00716
2.88
3.40
.00
0 30532.58
1028.50
4.88
1033 .38
166.4
10.46
1.70
1035.08
.00
3.76
4.50
.00
.00
0
.00
OJUNCT STR
OOS46
.00702
.04
.00
0 30538.08
1028.53
5.01
1033.54
163.2
10.26
1.64
1035.18
.00
3.73
4.50
.00
.00
0
.00
0 157.00
.00618
.00689
1.08
3.97
.00
0 30695.08
1029.50
5.12
1034.62
163.2
10.26
1.64
1036.26
.00
3.73
4.50
.00
.00
0
.00
OJUNCT STR
.05219
.00579
.06
.00
0 30706.00
1030.07
5.47
1035.54
98.4
7.83
.95
1036.49
.00
3.01
4.00
.00
.00
0
.00
0 292.25
.00619
.00469
1.37
2.89
.00
0 30998.25
1031.88
S .03
1036.91
98.4
7.83
.95
1037.86
.00
3.01
4.00
.00
.00
0
.00
0 413.42
.00501
.00469
1.94
3.17
.00
0 31411.67
1033.95
4.90
1038.85
98.4
7.83
.95
1039.80
.00
3.01
4.00
.00
.00
0
.00
OJUNCT STR
.05727
.00445
.04
.00
0 31421.10
1034.49
4.90
1039.39
65.3
6.79
.72
1040.10
.00
2.53
3.50
.00
.00
0
.00
0 700.97
.00621
.00418
2.93
2.42
.00
0 32122.07
1038.84
3.50
1042.34
65.3
6.79
.72
1043.06
.00
2.53
3.SO
.00
.00
0
.00
0 32.14
.00621
.00395
.13
2.42
.00
0 32154.21
1039.04
3.42
1042.46
65.3
6.83
.72
1043.18
.00
2.53
3.50
.00
.00
0
.00
OJUNCT STR
.00544
.0036S
.02
.00
0 32159.71
1039.07
3.61
1042.68
59.9
6.23
.60
1043.28
.00
2.42
3.50
.00
.00
0
.00
0 39.96
.00622
.00352
.14
2.27
.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: 5-07-2007
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 32199.68
1039.32
3.SO
1042.82
59.9
6.23
.60
1043.42
.00
2.42
3.50
.00
.00
0
.00
0 90.37
.00622
.00330
.30
2.27
.00
0 32290.04
1039.88
3.18
1043.06
59.9
6.S3
.66
1043.72
.00
2.42
3 SO
.00
.00
0
.00
0 17.71
.00622
.00314
.06
2.27
.00
0 32307.75
1039.99
3.10
1043.09
59.9
6.65
.69
1043.77
.00
2.42
3.50
.00
.00
0
.00
OJUNCT STR
.04833
.00180
.02
.00
0 32319.7S
1040.57
3.17
1043.74
13.7
1.94
.06
1043 .80
.00
1.18
3.00
.00
.00
0
.00
0 20.04
OOS99
.00042
.01
1.05
.00
0 32339.79
1040.69
3.06
1043.75
13.7
1.94
.06
1043.80
.00
1.18
3.00
.00
.00
0
.00
OJUNCT STR
.00546
.00021
.00
.00
0 3234S.29
1040.72
3.09
1043.81
.0
.00
.00
1043.81
.00
.03
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
Serial Number
May 8, 2007 10:34:19
Input file : JSDA1.DAT
output file: JSDA1.OUT
INPUT FILE LISTING
T1 JUNIPER AVENUE
STORM DRAIN
T2 LATERAL Lat "A-111,
WSE control from JUNSD.out = 1033.39
T3 File: JSDA1.DAT
SO 1002.01 1029.81
24 .013 1033 .39
R 1036.95 1029.98
24 .013
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 36 4
3 .00
CD 24 4
2.00
CD 18 4
1.50
CD 12 4
1.00
CD 8 4
.67
CD 6 4
so
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 1033.39
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 1029.81 24
1033.39
0 ELEMENT NO 2 IS
A REACH
U/S DATA STATION INVERT SECT N
RADIUS ANGLE
ANG PT
MAN H
1036.9S 1029.98 24 .013
.00 .00
.00
0
0 ELEMENT NO 3 IS
A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT W
S ELEV
1036.95 1029.98 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
JUNIPER AVENUE STORM DRAIN
LATERAL Lat "A-111, WSE control from JUNSD.out = 1033.39
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 1029.81 3.58 1033 .39 1.6 .51 .00 1033.39 .00 .43 2.00 .00 .00 0 .00
0 34.94 .00486 .00005 .00 .42 .00
0 1036.95 1029.98 3.41 1033.39 1.6 .51 .00 1033.40 .00 .43 2.00 .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
Serial Number
May 8, 2007 10:3S: 3
Input file : JSDA2.DAT
Output file: JSDA.2.OUT
INPUT FILE LISTING
T1 JUNIPER AVENUE STORM DRAIN
T2 LATERAL Lat
"A-21', WSE control from JUNSD.out = 1033.39
T3 File: JSDA2.DAT
SO 1002.01
1029.81 24 .013 1033.39
R 1021.34
1029.91 24 .013
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(S)
Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO
TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 36
4 3.00
CD 24
4 2.00
CD 18
4 1.50
CD 12
4 1.00
CD 8
4 �67
CD 6
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 "A-211, WSE control from JUNSD.out 1033.39
OHEADING LINE
NO 3 IS -
0
File: JSDA2.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 1029.81 24 1033.39
0 ELEMENT NO
2 IS A REACH
U/S DATA STATION INVERT SECT N
RADIUS ANGLE ANG PT MAN H
1021.34 1029.91 24 .013
.00 .00 .00 0
0 ELEMENT NO
3 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
1021.34 1029.91 24
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
W S ELEV
.00
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-211, WSE control from JUNSD.out = 1033.39
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 1029.81 3.S8 1033.39 1.6 .51 .00 1033.39 .00 .43 2.00 .00 .00 0 .00
0 19.33 .00517 .00005 .00 .42 .00
0 1021.34 1029.91 3.48 1033 .39 1.6 .51 .00 1033.40 .00 .43 2.00 .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
Serial Number
May 8, 2007 10:3S:52
Input file : JSDB.DAT
Output file: JSDB.OUT
INPUT FILE LISTING
T1 JUNIPER AVENUE STORM DRAIN
T2 LATERAL Lat "B", WSE control from JUNSD.out = 1034.74
T3 File: JSDB.DAT
SO 1001.37 1030.05 36 .013 1034.74
R 1036.71 1030.39 36 .013
SH 36
1 SP
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
0 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 36 4 3 .00
CD 24 4 2.00
CD 18 4 1.50
CD 12 4 1.00
CD 8 4 .67
CD 6 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
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 1034.74
OHEADING LINE NO 3 IS -
0 File: JSDB.DAT
1
0 WATER SURFACE PROFILE ELEMENT CARD LISTING
0 ELEMENT NO 1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
1001.37 1030.OS 36
0 ELEMENT NO 2 IS A REACH
UIS DATA STATION INVERT SECT N
1036.71 1030.39 36 .013
0 ELEMENT NO 3 IS A SYSTEM HEADWORKS
PAGE 1
Y (5) Y (6) Y (7) Y(8) Y(9) Y(10)
W S ELEV
1034.74
PAGE NO 1
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
.00 .00 .00 0
U/S DATA STATION INVERT SECT
1036.71 1030.39 36
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
W S ELEV
.00
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 I'D", WSE control from JUNSD.cut = 1034.74
File: JSDB.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 1001.37 1030.OS 4.69 1034.74 64.8 9.17 1.31 1036.05 .00 2.S8 3.00 .00 .00 0 .00
0 35.34 .00962 .00944 .33 2.43 .00
0 1036.71 1030.39 4.68 1035.07 64.8 9.17 1.31 1036.38 .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
Serial Number
May 8, 2007 10:36:23
Input file : JSDC1.DAT
Output file: JSDC1.OUT
INPUT FILE LISTING
T1 JUNIPER AVENUE
STORM DRAIN
T2 LATERAL Lat "C-1",
WSE control from JUNSD.out = 1038.93
T3 File: JSDC1.DAT
SO 1001.83 1035.41
18 .013 1038.93
R 1036.95 1035.S9
18 .013
SH
18
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 36 4
3 .00
CD 24 4
2.00
CD 18 4
1.50
CD 12 4
1.00
CD 8 4
.67
CD 6 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 11C-11', WSE control from JUNSD.out 1038.93
OHEADING LINE NO 3
IS -
0
File: JSDC1.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
1001.83 1035.41 18
1038.93
0 ELEMENT NO 2 IS
A REACH
U/S DATA STATION INVERT SECT N
RADIUS ANGLE ANG PT MAN H
1036.95 1035.59 18 .013
.00 .00 .00 0
0 ELEMENT NO 3 IS
A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT W
S ELEV
1036.95 103S.59 18
.00
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
WARNING NO. 2 WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDW`KDS, W.S.ELEV = INV + DC
PAGE 1
WATER SURFACE PROFILE LISTING
JUNIPER AVENUE STORM DRAIN
LATERAL Lat "C-111, WSE control from JUNSD.out = 1038.93
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 1001.83 1035.41 3.52 1038.93 .8 .4S .00 1038.93 .00 .32 1.50 .00 .00 0 .00
0 35.12 OOS12 .00006 .00 .32 .00
0 1036.95 1035.59 3.34 1038.93 .8 .45 .00 1038.94 .00 .32 1.50 .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
Serial Number
May 8, 2007 10:37: 8
Input file : JSDC2.DAT
Output file: JSDC2.OUT
INPUT FILE LISTING
T1 JUNIPER AVENUE STORM DRAIN
T2 LATERAL Lat "C-2", WSE control from JUNSD.out = 1038.93
T3 File: JSDC2.DAT
SO 1000.00 1034.17 30 .013 1038.93
R 1025.85 1034.28 30 .013
SH 30
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 36 4 3.00
CD 30 4 2.50
CD 24 4 2.00
CD 18 4 1.50
CD 12 4 1.00
CD 8 4 .67
CD 6 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-211, WSE control from JUNSD.out 1038.93
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
U/S DATA STATION INVERT SECT
W
S ELEV
1000.00 1034.17 30
1038.93
0 ELEMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT
N
RADIUS ANGLE
ANG PT
MAN H
1025.85 1034.28 30
.013
.00 .00
.00
0
0 ELEMENT NO 3 IS A SYSTEM HEADWORKS
UIS DATA STATION INVERT SECT
W
S ELEV
1025.85 1034.28 30
NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING
MW
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 = 1038.93
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 1000.00 1034.17 4.76 1038.93 32.3 6.58 .67 1039.60 .00 1.93 2.50 .00 .00 0 .00
0 2S.85 .00426 .00620 .16 2.50 .00
0 102S.85 1034.28 4.81 1039.09 32.3 6.58 .67 1039.76 .00 1.93 2.50 .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
Serial Number
May 8, 2007 10:37:34
Input file : JSDD.DAT
Output file: JSDD.OUT
INPUT FILE LISTING
T1 JUNIPER AVENUE STORM DRAIN
T2 LATERAL Lat
I'D", WSE control from JUNSD.out = 1043.21
T3 File: JSDD.DAT
SO 1000.83
1040.31 36 .013 1043.21
* 1014.54
1040.48 36 .013
* 1038.05
1040.76 36 .013 22.50
59.88
* 1046.44
1040.86 36 .013
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 36
4 3 .00
CD 24
4 2.00
CD 18
4 1.50
CD 12
4 1.00
CD 8
4 .67
CD 6
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 I'D", WSE control from
JUNSD.out 1043.21
OHEADING LINE
NO 3 IS -
0
File: JSDD.DAT
I
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
1000.83 1040.31 36
1043.21
0 ELEMENT NO
2 IS A REACH
U/S DATA STATION INVERT SECT
N
RADIUS ANGLE
ANG PT
MAN H
1014.54 1040.48 36
.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
1038.05
1040.76
36
.013
22.SO
59.88
.00
0
0 ELEMENT NO 4 IS
A REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG
PT
MAN H
1046.44
1040.86
36
.013
.00
.00
.00
0
0 ELEMENT NO 5 IS
A SYSTEM HEADWORKS
U/S DATA
STATION
INVERT
SECT
W S ELEV
1046.44
1040.86
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
PAGE
1
WATER
SURFACE
PROFILE LISTING
JUNIPER
AVENUE STORM DRAIN
LATERAL
Lat I'D",
WSE control from JUNSD.out
= 1043.21
File:
JSDD.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 1000.83
1040.31
2.90
1043.21
46.2
6.60
.68
1043.89
.00
2.21
3.00
.00
.00
0
.00
0 13.71
.01239
.00419
.06
1.71
.00
0 1014.54
1040.48
2.74
1043.22
46.2
6.82
.72
1043.95
.00
2.21
3. 00
.00
.00
0
.00
0 .00
.01239
.00418
.00
1.71
.00
0 1014.54
1040.48
2.74
1043.22
46.2
6.82
.72
1043.95
.00
2.21
3 .00
.00
.00
0
.00
0 12.41
.01191
.00431
.05
1.73
.00
0 1026.95
1040.63
2.58
1043.20
46.2
7.15
.79
1044.00
.00
2.21
3 .00
.00
.00
0
.00
0 6.30
.01191
.00461
.03
1.73
.00
0 1033.25
1040.70
2.47
1043.17
46.2
7.42
.86
1044.03
.00
2.21
3.00
.00
.00
0
.00
OHYDRAULIC
JUMP
.00
0 1033.25
1040.70
1.97
1042.68
46.2
9.37
1.36
1044.04
.00
2.21
3.00
.00
.00
0
.00
0 4.80
.01191
.00788
.04
1.73
.00
0 1038.05
1040.76
2.01
1042.77
46.2
9.1s
1.30
1044.08
.00
2.21
3 .00
.00
.00
0
.00
0 .00
.01191
.00765
.00
1.73
.00
0 1038.OS
1040.76
2.01
1042.77
46.2
9.15
1.30
1044.08
.00
2.21
3.00
.00
.00
0
.00
0 1.09
.01192
.00759
.01
1.73
.00
0 1039.14
1040.77
2.03
1042.80
46.2
9.10
1.29
1044.08
.00
2.21
3.00
.00
.00
0
.00
0 5.61
.01192
.00712
.04
1.73
.00
0 1044.75
1040.84
2.12
1042.96
46.2
8.67
1.17
1044.12
.00
2.21
3.00
.00
.00
0
.00
0 1.69
.01192
.00636
.01
1.73
.00
0 1046.44
1040.86
2.21
1043.07
46.2
8.27
1.06
1044.13
.00
2.21
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
Serial Number
May 8, 2007 10:37:59
Input file : JSDE1.DAT
Output file: JSDE1.OUT
INPUT FILE LISTING
T1 JUNIPER AVENUE
STORM DRAIN
T2 LATERAL Lat
"E-111,
WSE control from JUNSD.out = 1048.75
T3 File: JSDE1.DAT
SO 1001.31
1041.45
18 .013 1048.75
R 1036.85
1041.81
18 .013
SH
18
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 36
4
3.00
CD 24
4
2.00
CD 18
4
1.50
CD 12
4
1.00
CD 8
4
.67
CD 6
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-111, WSE control from JUNSD.out 1048.75
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
1001.31 1041.45 18
1048.75
0 ELEMENT NO
2 IS
A REACH
U/S DATA STATION INVERT SECT N
RADIUS ANGLE
ANG PT MAN H
1036.85 1041.81 18 .013
.00 .00
.00 0
0 ELEMENT NO
3 IS
A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT W
S ELEV
1036.85 1041.81 18
.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 = 1048.75
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 1001.31 1041.45 1.30 1048.75 1.0 .57 .00 1048.76 .00 .38 1.50 .00 .00 0 .00
0 35.S4 .01013 .00009 .00 .31 .00
0 1036.85 1041.81 6.94 1048.75 1.0 .57 .00 1048.76 .00 .38 1.so .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
Serial Number
May 8, 2007 10:38:29
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 = 1048.75
T3 File: JSDE2.DAT
SO 1001.40
1041.86 18
.013 1048.75
* 1015.00
1043.22 18
.013
* 1023.15
1047.14 18
.013
JX 1026.81
1049.14 18 18
.013 2.68 1053.50
90.0
R 1031.14
1049.16 18
.013
SH
18
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 36
4
3.00
CD 24
4
2.00
CD 18
4
1.50
CD 12
4
1.00
CD 8
4
.67
CD 6
4
.50
1
PAGE NO 1
0
WATER SURFACE PROFILE - TITLE CARD
LISTING
OHEADING LINE
NO 1 IS -
0
JUNIPER AVENUE STORM DR -AIN
OHEADING LINE
NO 2 IS -
0
LATERAL Lat "E-211, WSE control from JUNSD.out 1048.75
OHEADING LINE
NO 3 IS -
0
File: JSDE2.DAT
I
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
1001.40 1041.86 18
1048.75
0 ELEMENT NO
2 IS A REACH
U/S
DATA STATION INVERT SECT
N
RADIUS ANGLE
ANG PT MAN H
1015.00 1043.22 18
.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
1023.15
1047.14
18
.013
.00
.00
.00
0
0 ELEMENT NO
4 IS
A JUNCTION
U/S DATA
STATION
INVERT
SECT
LAT -1 LAT -2 N
Q3
Q4
INVERT -3 INVERT
-4
PHI 3
PHI 4
1026.81
1049.14
18
18
0 .013
2.7
.0
1053.SO
.00
90.00
.00
0 ELEMENT NO
5 IS
A REACH
UIS DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
1031.14
1049.16
18
.013
.00
.00
.00
0
0 ELEMENT NO
6 IS
A SYSTEM HEADWORKS
U/S DATA
STATION
INVERT
SECT
W S ELEV
1031.14
1049.16
18
.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATTON 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 "E-211,
WSE control
from JUNSD.out = 1048.75
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 1001.40
1041.86
6.89
1048.75
15.4
8.71
1.18
1049.93
.00
1.41
1.50
.00
.00 0
.00
0 13.60
.10000
.02149
.29
.72
.00
0 1015.00
1043 .22
5.82
1049.04
15.4
8.71
1.18
1050.22
.00
1.41
1.50
.00
.00 0
.00
0 7.40
.48099
.02149
.16
.47
.00
0 1022.40
1046.78
2.42
1049.20
15.4
8.71
1.18
1050.38
.00
1.41
1.50
.00
.00 0
.00
0HYDRAULIC JUMP
.00
0 1022.40
1046.78
.90
1047.68
15.4
14.00
3.04
1050.72
.00
1.41
1.50
.00
.00 0
.00
0 .23
.48099
.04724
.01
.47
.00
0 1022.63
1046.89
.91
1047.80
15.4
13.74
2.93
1050.73
.00
1.41
1.50
.00
.00 0
.00
0 .52
.48099
.04349
.02
.47
.00
0 1023.15
1047.14
.95
1048.09
15.4
13.10
2.67
1050.75
.00
1.41
1.50
.00
.00 0
.00
OJUNCT STR
.54644
.02691
.10
.00
0 1026.81
1049.14
1.34
10SO.48
12.7
7.62
.90
1051.38
.00
1.34
1.50
.00
.00 0
.00
0 3.04
.00462
.01287
.04
1.50
.00
0 1029.85
1049.15
1.45
1050.60
12.7
7.26
.82
1051.42
.00
1.34
1.so
.00
.00 0
.00
0 1.29
.00462
.01293
.02
1.50
.00
0 1031.14
1049.16
1.47
10SO.63
12.7
7.22
.81
1051.44
.00
1.34
1.50
.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
Serial Number
May 8, 2007 10:38:56
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 = 1042.49
T3 File: JSDF.DAT
SO 1001.30 1039.80 18 .013 1042.49
* 1011.06 1039.85 18 .013
* 1028.68 1039.94 18 .013 22-50
44.88
* 1032.87 1039.96 18 .013
SH 18
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 36 4 3.00
CD 24 4 2.00
CD 18 4 1.50
CD 12 4 1.00
CD 8 4 .67
CD 6 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 'IF", WSE control from JUNSD.out 1042.49
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
1001.30 1039.80 18
1042.49
0 ELEMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT
N
RADIUS ANGLE
ANG PT
MAN H
1011.06 1039.85 18
.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
1028.68
1039.94
18
.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
1032.87
1039.96
18
.013
.00
.00
.00
0
0 ELEMENT NO
5 IS
A SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
W S ELEV
1032.87
1039.96
18
.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 "F",
WSE control from JUNSD.out
= 1042.49
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 1001.30
1039.80
2.69 1042.49
5.4
3.06
is
1042.64
.00
.90
1.50
.00
.00
0
.00
0 9.76
.00512
.00264
.03
.95
.00
0 1011.06
1039.8S
2.67 1042.52
5.4
3.06
.15
1042.66
.00
.90
l.sO
.00
.00
0
.00
0 17.62
.00511
.00264
.0s
.95
.00
0 1028.68
1039.94
2.64 1042.58
5.4
3.06
.15
1042.73
.00
.90
1.50
.00
.00
0
.00
0 4.19
.00478
.00264
.01
.97
.00
0 1032.87
1039.96
2.63 1042.59
5.4
3 .06
.15
1042.74
.00
.90
1.50
.00
.00
0
.00
1
CATCH BASIN SIZING
12
CATCH MEN L zi te rei Is 9, A-2
( RAW( -e )
Worksheet for Curb Inlet In Sag - I
Flow Element: Curb Inlet In Sag
Solve For: Curb Opening Length
JjSe 1, � 3� 50'
Discharge:
1.56
ft3/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
in
C rb Op n g Le gth--
2 7
.9
ft
D pth.
0 .35
i?,rept4,0 n
ft
Gutter Depression:
0.13
ft
Total Depression:
0.29
ft
JjSe 1, � 3� 50'
CA TOH B 14 St fo r L,�kter-z) Is I g C
( Fa t tA fe- )
Worksheet for Curb Inlet On Grade - I
�4
Flow Element:
Curb Inlet On Grade
Solve For:
Curb Opening Length
'In"
Discharge:
0.75
WIS
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
u rb 0 m6 Len
Yo r-
ft
nte ce, led F
I r p low.
rcer &'bn
ft '/s
B F
ypass low.
W/s
Spread:
4.66
ft
Depth:
0.22
ft
Flow Area:
0.34
ft2
Gutter Depression:
0.13
ft
Total Depression:
0.29
ft
Velocity:
2.18
ft/s
Equivalent Cross Slope:
0.15331
ft/ft
Length Factor:
1.00
Total Interception Length:
4.78
ft
J5C LI -7 0
CATCH BAN Tor Lntm&� 11E - f //
( F(AtA.Lre )
Worksheet for Curb Inlet On Grade - I
Flow Element: Curb Inlet On Grade
Solve For: Curb Opening Length
W6
Discharge:
1.04
ft3/S
Slope:
0.00940
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:
6.36
ft
Intercepted Flow:
1.04
ft3/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
CATCd BASI� To r L D teq al J( E7— 2 //
C, Sot4thpvt'st c,,)rr)er- of Post office
Worksheet for Curb Inlet On Grade - I
Flow Element: Curb Inlet On Grade
Solve For: Efficiency
fo Y- f0ox �rlte"-Cept�U-YN b�= 13,02 1
Ose L =: f 0, 0' e4T1,C-(,"q = q2, 8
I, teyceptej f(ot,,) == 3.2 & Cf
5 j fMS �1010 = 0, 25 cf-S
4
Discharge:
3.51
ftl/s
Slope:
0.00940
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
Curb Opening Length:
10.00
PKOPOSej IeA45t� ft
Local Depression:
2.00
in
Local Depression Width:
2.00
ft
IWO %
A
A! WE
L
xS2, Ta"
Efficiency:
92.78
%
Intercepted Flow:
3.26
ft3jS
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
fo Y- f0ox �rlte"-Cept�U-YN b�= 13,02 1
Ose L =: f 0, 0' e4T1,C-(,"q = q2, 8
I, teyceptej f(ot,,) == 3.2 & Cf
5 j fMS �1010 = 0, 25 cf-S
RISER CALCULATIONS
13
14
'k.
K
Z,41
40E ez. MOO
VRANAIM
W
"for,
R
1000 500 1000 2000
0
1000
GRAPHIC SCA1;E
IN TERS TA TE 10
5040YER AM
Ile
LEGEND
14vur.
k� JA _LA�
H-19 SUBAREA DESIGNATION
CALCULATION ORDER NUMBER & PAGE FINDER (1401,1402, ETC!)
1111111.1- EXIS1.11NG MASTER PLAN DRAIN
zo
Yj
is
CITY 6F FONTANA, CALIFORNIA.
PUBOC WORKS DEPARTMENT
E
0
Hall & Foreman, Inc.
ISOUTH FONTANA
MAiiER DRAINAGE PLAN'
wtd
rj
Engineering, Surveying, Planninge Landscape kchitecture
EMO.IRE- CENTER STUDY
hs
43513 Ridge. Park Drive Temecula, Co. 92590
Fox. 951 699-0896
H*DROLOGY MAP
PhIn. 951-676-6726
, '0.6.0
4
14
'k.
K
Z,41
40E ez. MOO
VRANAIM
W
"for,
R
1000 500 1000 2000
0
1000
GRAPHIC SCA1;E
IN TERS TA TE 10
5040YER AM
Ile
LEGEND
14vur.
k� JA _LA�
H-19 SUBAREA DESIGNATION
CALCULATION ORDER NUMBER & PAGE FINDER (1401,1402, ETC!)
1111111.1- EXIS1.11NG MASTER PLAN DRAIN
zo
4000 M PROPOSED MASTER PLAN DRAIN
I PROPOSED MASTER PLAN DRAIN EXTENSION
MMMcLtn
CITY 6F FONTANA, CALIFORNIA.
PUBOC WORKS DEPARTMENT
E
0
Hall & Foreman, Inc.
ISOUTH FONTANA
MAiiER DRAINAGE PLAN'
wtd
rj
Engineering, Surveying, Planninge Landscape kchitecture
EMO.IRE- CENTER STUDY
hs
43513 Ridge. Park Drive Temecula, Co. 92590
Fox. 951 699-0896
H*DROLOGY MAP
PhIn. 951-676-6726
, '0.6.0
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" Riset at Lateral B
Q 64.85 cfs
L 12.566ft
4 H = 1.44ft
24" Riser at Lateral C- I
Q 0. 75 cfs
L 6283ft
4H = 0.12ft
48" Riser at Lateral C-2
Q 32.25 efs
L 12.566ft
4 H = 0.90ft
24" Riser at Lateral E-1
Q 1.04 cfs
L 6283ft
4 H = 0.14ft
G" R
,tg
dVW AeoiomakH 9690-669 M *XDJ
06SZ6 *oo ooln*ew,*L
Aan.Ls m3.LN3* mom einloolitpiV adeospuel - BUI
NV-ld 39VNIVHa H31PVW soul tallojol
vNvjLNoj Hinos.
4(,n
IN3WIllVd3a SHMOM 0118nd
VINIIOJIIV:)'VNViNOJ.42 AlM NOSN3iX3 NIVHa Wld
NIVHa NVId I
NIM NVId
CL
013 ' ZOV VlOt 1) S3QNU 3OVd';? WOMAN If
C:
S* NOU
A�
&A
rl
A"
0
* YA V Vd,
0%
for
THE HOME DEPOT
r,
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
I
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 PERMIT FOR ANY VIOLATION OF
ANY C�-q?E OR RDRffE
ByL jr
Date
THESE PLANS SHALL BE ON THE JOB
FOR ALL REQUESTED INSPECTIOM
Prepared by
PENCO Engineering, Inc.
One Technology Park, Building J-725
Irvine, CA 92618
(949) 753-8111
Under the Supervision of:
Esthe
Registered CiviVEngineer No. 60152
Exp. 6-30-07
JANUARY 2007
V,
C�-:Ssto
�k BA,91
co
Exp.
(Uj
CIV
OF CN
TABLE OF CONTENTS
Repor
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)
3
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.
11
B" a Ave
Slover Ave
Ahso Dr
Pf 01 Or
Santa Ana Ave
>
Boyle Ave
L
a >
c
0 2
c
t�m Dr
<
>e
I- OCATI 0 �J
5
rn
:z
Is
Slover Ave
P --===;3300M
"Oft
ea
Santa Ana Ave
Kraft Ln
Bark St
c
We St
IM
Madrone St
Underwood Dr
St
Dr
Jurupa Ave
01 Fle'ta Lm
06
B*cwee St
g
Wricluest
Tr,14ney
Redmaple St.
e- 0 i5 Jurupa
Ave
OL Ave,. Del
S.1
Via Do Ann --f
vaiieviiate Dr
Ap Or
02005 NAVTEQ
Ktrte Ln
. _plegate
'Goirdentfee Ave
MoRional pur*
0 2005 NimQuest.com, Me.
FIGURE 1
5
rn
:z
Is
Slover Ave
P --===;3300M
"Oft
ea
Santa Ana Ave
Bark St
2 A
We St
IM
Madrone St
Underwood Dr
Pew St
06
B*cwee St
Fucafp%*
Redmaple St.
e- 0 i5 Jurupa
Ave
OL Ave,. Del
S.1
Via Do Ann --f
CP La Vesu R
02005 NAVTEQ
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 100-yearstorm frequencies. The 25 -year peakflow
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 100 -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 ADDendix A-1: 10 vear-storm
Drainage Area
Area in Acre
Q10
in cfs
Q10 confluence
in cfs
A-3, A-4, B-4, B-5
2.34
7.71
7.71
A-1, A-5, B-6, B-7
4.77
15.41
21.59
A-2, A-6
2.20
7.31
28.44
A-7
0.85
2.64
31.06
B-8, B-9
0.39
1.54
32.25
A-9, A- 10
0.70
2.68
2.68
B-1, B-2, B-3
0.79
2.75
5.18
B-1 1, B-1 2, B-1 3
0.69
2.32
7.37
A-8
0.51
2.00
9.07
B-1 0
0.20
0.79
9.81
Total
13.44
41.52
N.
See ADDendix A-2: 25 vear-storm
Drainage Area
Area in Acre
Q25 Q25 confluence
in cfs in cfs
Q50 confluence
in cfs
A-3, A-4, B-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-6
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-1 0
0.70
2.97 2.97
B-1, B-2, B-3
0.79
3.05 5.76
B-1 1, B-1 2, B-1 3
0.69
2.58 8.19
A-8
0.51
2.23 10.09
B-10
0.20
0.88 10.91
B-1 1, B-1 2, B-1 3
0.69
2.91
Total
13.44
46.17
2.51
11.39
B-1 0
See ADDendix A-3: 50-vear storm
Drainage Area
Area in Acre
Q50
in cfs
Q50 confluence
in cfs
A-3, A-4, B-4, B-5
2.34
9.67
9.67
A-1, A-5, B-6, B-7
4.77
19.31
27.08
A-2, A-6
2.20
9.17
35.68
A-7
0.85
3.31
38.98
B-8, B-9
0.39
1.93
40.47
A-9, A- 10
0.70
3.35
3.35
B-1, B-2, B-3
0.79
3.43
6.50
B-1 1, B-1 2, B-1 3
0.69
2.91
9.9A
A-8
0.51
2.51
11.39
B-1 0
0.20
0.99
12.31
Total
13.44
52.18
See Apoendix A-4: 1 00 -year storm
Drainage Area Area in Acre
Q100
in cfs
Q100 confluence
in cfs
A-3, A-4, B-4, B-5 2.34
10.59
10.59
A-1, A-5, B-6, B-7 4.77
21.17
29.69
A-2, A-6 2.20
10.04
39.11
A-7 0.85
3.63
43.57
B-8, B-9 0.39
2.11
44.36
A-9, A- 10 0.70
3.67
3.67
B-1, B-2, B-3 0.79
3.76
7.12
B-1 1, B-1 2, B-1 3 0.69
3.19
10.13
A-8 0.51
2.75
12.47
B-10 0.20
1.08
13.48
Totai 13.44
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:
1 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
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.
9
This sheet is for the volume calculations
10
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
REFERENCES
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
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) 7S3-8111 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
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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.715
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
SUBAREA RUNOFF(CFS) 4.64
TOTAL AREMACRES) = 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) 53.21 DOWNSTREAM(FEET) 51.26
FLOW LENGTHWEET) = 79.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.88
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
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 1
----------------------------------------------------------------------------
>>>>>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 AREA(ACRES) 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 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
* 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 0.32 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) 1.26
TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) 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 DOWNSTREAM(FEET) 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 1
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 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.) = 5.08
RAINFALL INTENSITY(INCH/HR) = 4.40
AREA -AVERAGED Fm(INCH/HR) = O.OG
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.32
TOTAL STREAM AREA(ACRES) = 0.32
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 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) = S8.83 DOWNSTREAM(FEET) 56.00
Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**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 G9 5.90
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA 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
----------------------------------------------------------------------------
>>>>>C0MPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 49.95 DOWNSTREAM(FEET) 48.9S
FLOW LENGTH(FEET) = 1S1.00 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.) G.GO
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
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 AREMACRES) = 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 PROM 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.) = 5.10
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 AREA(ACRES) 0.33
TOTAL STREAM AREA(ACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.30
ml
** 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
0.57( 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.) (INCH/HR) (INCH/HR) (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 O.S7( 0.06) 0.10 2.2 114.00
4 7.70 7.12 3.S92 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 1
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 # 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.323
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
1.4
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 8.53
TOTAL AREMACRES) = 2.90 PEAK FLOW RATE(CFS) 8.53
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 LENGTHWEET) = 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 1
PIPE-FLOW(CFS) = 8.S3
PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) 8.71
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:
TIMEOF 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
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 54.92
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SU13AREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.909
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.018
SU13AREA 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 1.22 O.S7 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
TOTAL AREMACRES) = 1.22 PEAK FLOW RATE(CFS) 4.35
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 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.) = 5.91
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 4.35
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUM13ER (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 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 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 PLOW RATE(CFS) = 11.96 Tc(MIN.) = 8.71
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.) 6.77
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
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 1
----------------------------------------------------------------------------
>>>>>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 AREA(ACRES) 4.12
TOTAL STREAM AREMACRES) =_ 4.12
m
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 DOWNSTREAMWEET) 73.00
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) -
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 AREA(ACRES) = 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<<<<<
>>>>>iJSING 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.) 5.06
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 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 AREMACRES) 0.33
TOTAL STREAM AREMACRES) = 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
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
5.06
4.407
0.57( 0.06)
0.10
0.3
121.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
E,
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 S.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) 4.4S 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 = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # I 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 20.55 7.26 3.550 0.57( 0.06) 0.10 6.2 109.00
7 19.63 9.00 3.121 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) = 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 AREA(ACRES) 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.) = 5.247
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.315
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 0.32 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
TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) 1.23
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 2.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.64
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
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
----------------------------------------------------------------------------
>>>>>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(INCH/HR) = 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)
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
5 21.57 6.44 3.816
(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
9.25
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 4.28S
O.S7( 0.06) 0.10 S.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 S.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.S
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 1
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
SUBAREA RUNOFF(CFS) 3.77
TOTAL AREMACRES) = 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 I
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 I 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) = 0.57
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
----------------------------------------------------------------------------
>>>>>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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.029
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 0.99 0.57 0.10 69 5.88
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SU13AREA 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.S6 DOWNSTREAM(FEET) 48.37
FLOW LENGTHWEET) 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
----------------------------------------------------------------------------
>>>>>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
NUMBER
(CFS)
(MIN.)
1
3.77
7.96
2
3.54
5.93
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
3.360 0.57( 0.06)
4.010 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 **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
14
1 G.90 5.93 4.010 0.57( 0.06) 0.10 1.9 12G.SO
2 G.73 7.9G 3.3GO 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) = O.S7 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) = 8S.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
NUMBER (CPS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.90 6.20 3.905 O.S7( 0.06) 0.10 1.9 126.50
2 G.73 8.23 3.294 0.57( O.OG) 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
(CPS)
(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
21.54
7.70
3.428
O.S7(
0.06)
0.10
6.S
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 TA13LE **
STREAM
Q
Tc
Intensity
Fp(Pm)
Ap
Ae
HEADWATER
NUMBER
(CPS)
(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
5.51
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 AREA(ACRES) 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 LENGTH(FEET) = 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 AREA(ACRES) = 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 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) 2.64
TOTAL AREA(ACRES) = 0.85 PEAK FLOW RATE(CFS) 2.64
16
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 4.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.51
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
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(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 AREA(ACRES) 0.85
TOTAL STREAM AREA(ACRES) = 0.85
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.64
** CONFLUENCE DATA **
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(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
O.S7(
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.S
126.SO
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
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
29.75
6.24
3.890
O.S7(
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.OS
6.41
3.825
O.S7(
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
3.65S
0.57(
0.06)
0.10
8.3
126.50
6
31.05
7.36
3.S21
0.57(
0.06)
0.10
8.7
119.00
7
31.06
7.52
3.476
0.57(
0.06)
0.10
6.9
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
TOTAL AREMACRES) = 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 19.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.94
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 31.06
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) 7.68
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 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER 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):
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) 0.79
TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) 0.79
FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE = 41
----------------------------------------------------------------------------
IV
>>>>>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.G INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.11
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.79
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 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) 0.20
TOTAL STREAM AREA(ACRES) = 0.20
PEAK PLOW RATE(CFS) AT CONFLUENCE 0.79
** CONFLUENCE DATA **
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(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
8.05
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.S
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
S.04
4.419
O.S7(
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
O.S7(
0.06)
0.10
8.1
111.00
6
31.38
7.07
3.606
0.57(
0.06)
0.10
8.5
126.50
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
31.56
8.OS
3.337
0.57(
0.06)
0.10
9.3
114.00
10
31.35
8.58
3.213
O.S7(
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 AREA(ACRES) 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 1
PIPE-FLOW(CFS) = 31.68
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) 7.79
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 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 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 AREA(ACRES) 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
ELEVATION DATA: UPSTREAMWEET) = 75.76 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 0.19 0.57 0.10 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = O.S7
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.75
TOTAL AREA(ACRES) = 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 1
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 CONCENTRATIONMIN.) = 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 AREMACRES) 0.19
TOTAL STREAM AREA(ACRES) = 0.19
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.75
** CONFLUENCE DATA **
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(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
O.S7(
0.06)
0.10
8.3
111.00
7
31.98
7.19
3.572
O.S7(
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
O.S7(
0.06)
0.10
9.3
128.00
10
32.12
8.17
3.309
0.57(
0.06)
0.10
9.S
114.00
11
31.89
8.69
3.187
O.S7(
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 AREMACRES) 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 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 19.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.20
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 32.25
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) S6.10
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHMGE)]**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
SU13AREA 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 DOWNSTREAMWEET) 51.76
FLOW LENGTH(FEET) = 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
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 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
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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.130
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Pp 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 AREA(ACRES) = 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) 54.53 DOWNSTREAM(FEET) 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
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<<<<<
TOTAL NUMBER OF STREAMS 2
23
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.71
RAINFALL INTENSITY(INCH/HR) = 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) 0.25
TOTAL STREAM AREA(ACRES) = 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 O.S7( 0.06) 0.10 0.3 201.00
2 0.92 5.71 4.102 O.S7( 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) 0.55 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 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 5.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = S.42
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
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 1
----------------------------------------------------------------------------
>>>>>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 AREA(ACRES) 0.55
TOTAL STREAM AREA(ACRES) = 0.55
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.04
24
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.00 S.91 4.018 O.S7( 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.OS 3.962 O.S7( 0.06) 0.10 0.6 203.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.00 Tc(MIN.) = 5.94
EFFECTIVE AREA(ACRES) 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
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 6.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 5.86
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 3.00
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) 6.25
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 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUEN`CE<<<<<
TOTAL NUMBER 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 AREMACRES) 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
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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.575
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 7.18
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
26
SUBAREA RUNOFF(CFS) 0.86
TOTAL AREA(ACRES) = 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 LENGTHWEET) = 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 I
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 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) = 3.5G
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 AREMACRES) = 0.27
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.86
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
3.00
6.22
3.89S
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
O.S7( 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 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 ARFA-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 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 6.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.25
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
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 1
------- 7 --------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.34
RAINFALL INTENSITY(INCH/HR) = 3.85
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 AREA(ACRES) = 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** 3.00)/(ELEVATION 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) i.ss
TOTAL AREA(ACRES) = 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 1
PIPE-FLOW(CFS) = 1.55
PIPE TRAVEL TIME(MIN.) 0.03 Tc(MIN.) 5.20
9.!
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.) = S.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)
(ACRES)
NODE
1
3.81
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( 0.06)
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) = 5.18
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 I 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
SU13AREA 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) = 0.57
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 DOWNSTREAMWEET) 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 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:
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
30
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.35
TOTAL STREAM AREMACRES) 0.35
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
5.49
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
O.S7( 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
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 6.06 5.49 4.199 0.57( 0.06) 0.10 1.5 212.00
2 6.24 6.61 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.) = 6.63
EFFECTIVE AREMACRES) 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.) G.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) = S7.98 DOWNSTREAMWEET) 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 AREA(ACRES) = 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 6.67 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 O.S7( 0.06) 0.10 1.9
203.00
6 6.48 7.33 3.530 O.S7( 0.06) 0.10 2.0
215.00
7 6.34 7.64 3.443 O.S7( 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 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) = 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.) = G.83
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) = O.S7
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.71
TOTAL AREMACRES) = 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 LENGTHWEET) = 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 1
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 C0NFLUENCE<<<<<
>>>>>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) = 3.77
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 AREA(ACRES) = 0.21
PEAK FLOW RATE(CF,�) AT CONFLUENCE 0.71
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
6.36
5.24
4.318
O.S7(
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
6.85
3.676
0.57(
0.06)
0.10
1.9
201.00
1
6.65
6.97
3.640
0.57(
0.06)
0.10
1.9
203.00
1
6.48
7.S3
3.473
O.S7(
0.06)
0.10
2.0
21S.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
O.S7( 0.06) 0.10 2.1
203.00
7 7.13 7.53 3.473
O.S7( 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 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
----------------------------------------------------------------------------
>>>>>C0MPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET)
45.47 DOWNSTREAM(FEET)
45.24
FLOW LENGTHWEET) = 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
GIVE14 PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES I
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 I
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATIONMIN.) = 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 AREA(ACRES) = 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 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
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.423
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.)
35
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) 2.00
TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) 2.00
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 2.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.67
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES I
PIPE-FLOW(CFS) = 2.00
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 NUM13ER 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) 0.51
TOTAL STREAM AREA(ACRES) = 0.51
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.00
** CONFLUENCE DATA **
**
STREAM
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUM13ER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
(ACRES)
NODE
1
7.01
5.25
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
5.06
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
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 O.S7( 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 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 11.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.88
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
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 1
----------------------------------------------------------------------------
>>>>>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) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 2.35
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 DOWNSTREAMWEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = S.000
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.441
SUBAREA Tc AND LOSS RATE DATA(AMC IV:
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) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA 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
0.57
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) 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 2.0 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.33
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.79
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 CONCENTRATIONNIN.) = 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 AREA(ACRES) 0.20
TOTAL STREAM AREMACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.79
** CONFLUENCE DATA **
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(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
0.57(
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
3.74S
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
O.S7(
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
5.11
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
O.S7(
0.06)
0.10
2.4
218.00
4
9.81
5.77
4.074
0.57(
0.06)
0.10
2.5
212.00
5
9.74
6.64
3.74S
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
3.6S6
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
0.57(
0.06)
0.10
2.9
209.00
W]
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.81 Tc(MIN.) = 5.77
EFFECTIVE AREMACRES) 2.SS 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 8.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.38
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 9.81
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) 5.84
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
9.70
5.18
4.348
0.57(
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
S.37
4.253
O.S7(
0.06)
0.10
2.4
218.00
4
9.81
S.84
4.045
0.57(
0.06)
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
3.356
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
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
3.158
O.S7(
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.so
LONGEST
FLOWPATH FROM
NODE 118.50 TO NODE
301.00
=
1563.00 FEET.
** PEAK
FLOW RATE TABLE **
STREAM
Q
Tc
Intensity
Fp(pm)
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
38.51
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
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
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
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
LONGEST
FLOWPATH
FROM NODE 118.SO TO NODE
301.00
= 1563.00 FEET.
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 **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae HEADWATER
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
S
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
6.64
3.745
O.S7(
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
O.S7(
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
Em
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
END OF RATIONAL METHOD ANALYSIS
41
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 -72S
Irvine, CA 92618
Tel: (949) 753-6111 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: 17:2S 12/28/2006
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) 2S.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) = 1.1100
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFtOW 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 0.01SO
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 IV:
DEVELOPMENT TYPE/ SCS SOIL AREA Pp 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
SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 5.16
TOTAL AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) 5.16
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 DOWNSTREAMWEET) 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.) = 9.1s
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 5.16
PIPE TRAVEL TIMENIN.) = 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 I
----------------------------------------------------------------------------
>>>>>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) = 7S.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 pp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.32 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) 1.40
TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) 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 ELEMENTk<<<<
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 3.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.74
GIVEN PIPE DIAMETERUNCH) = 12.00 NUMBER OF PIPES 1
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 AREA(ACRES) 0.32
TOTAL STREAM AREMACRES) = 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 5.99 5.08 4.884 O.S7( 0.06) 0.10 1.4 111.00
2 6.33 6.88 4.071 O.S7( 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 AREMACRES) 1.73 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = O.S7 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/SEQ.) = 8.75
Q
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES I
PIPE-FLOW(CFS) = 6.33
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) 7.11
LONGEST FLOWPATH FROM NODE 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.) = 7.11
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 AREA(ACRES) 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.) = 5.89S
* 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 FROMNODE 115.00 TO NODE 118.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAMWEET) 49.9S 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 1
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 NUM13ER 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 PM(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 1.11
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 AREA(ACRES) = 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-SPECIFItD 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 2.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.28
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
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 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.) = 5.10
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.S8
4.182
0.57( 0.06)
0.10
0.3
114.00
3
1.44
5.10
4.873
O.S7( 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.S8 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) = 6G.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 1
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
------------------- 7 --------------------------------------------------------
>>>>>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 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
2
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SU13AREA 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.) 5.3G
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
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(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) 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 SUBAREA FLOW-LENGTH(FEET) 204.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 54.92
Tc = K*[(LENGTH** 3.00)/(FLEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = S.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 AREA(ACRES) = 1.22 PEAK FLOW RATE(CFS) 4.83
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 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.) = 5.91
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 AREMACRES) 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( O.OG) 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 5.91 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 11B.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 DOWNSTREAMWEET) 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
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 AREMACRES) 4.12
m
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: UPSTREAMWEET) = 76.10 DOWNSTREAM(FEET) 73.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 2S 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 0.33 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) 1.4S
TOTAL AREMACRES) = 0.33 PEAK FLOW RATE(CFS) 1.4S
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(FEET/SEC.) = 11.71
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-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 AREMACRES) 0.33
TOTAL STREAM AREMACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.45
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
12.95
6.17
4.343
0.57( 0.06)
0.10
3.2
119.00
1
13.28
9.04
3.455
0.57( 0.06)
0.10
4.1
118.50
2
1.45
5.06
4.893
0.57( 0.06)
0.10
0.3
121.00
9
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 O.S7( 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) = O.S7 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 = 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. 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
0.57( 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
S.06
4.893
O.S7( 0.06)
0.10
4.7
121.00
2
21.89
S.23
4.796
0.57( 0.06)
0.10
4.9
116.00
3
22.12
S.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
5.6
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
3.45S
0.57( 0.06)
0.10
6.8
118.SO
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<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 48.12 DOWNSTREAMWEET) 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 1
PIPE-FLOW(CFS) = 22.82
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) 7.46
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 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUM13ER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATIONNIN.) = 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 AREA(ACRES) = 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)l**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 LENGTHWEET) = 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 1
PIPE-FLOW(CFS) = 1.36
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.30
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
----------------------------------------------------------------------------
>>>>>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) = 4.76
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = O.S7
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.32
TOTAL STREAM AREMACRES) = 0.32
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.36
** CONFLUENCE DATA **
**
STREAM Q Tc
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
0.10
(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
O.S7(
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(Fm)
Ap
Ae HEADWATER
NUMBER (CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 23.02 S.29
4.769
0.57( 0.06)
0.10
5.0
121.00
2 23.04 5.30
4.758
0.57( 0.06)
0.10
S.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 G.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 22.7S _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 DOWNSTREAWFEET) 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 TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
24.00 NUMBER OF PIPES = 1
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
* 2S YEAR RAINFALL INTENSITY(INCH/HR) = 3.908
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 1.21 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) 4.19
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(INCH/HR) = 3.73
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 4.19
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.) = 5.882
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.472
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 5.88
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA 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 ELEMENTk<<<<
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) = 4.4S
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 AREA(ACRES) = 0.99
PEAK FLOW RATE(CFS) AT CONFLUENCE 3.93
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.19 7.94 3.735 0.57( 0.06) 0.10 1.2 126.10
2 3.93 5.93 4.451 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 7.67 S.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
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 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
= 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY<<<<<
MAIN STREAM CONFLUENCE DATA
STREAM Q Tc Intensity
Fp(Fm)
Ap Ae HEADWATER
NUMBER (CPS) (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 G.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 (CPS) (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 3.356 0.57( 0.06) 0.10 9.3 118.50
TOTAL AREA(ACRES) = 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-AVFRAGED Ap = 0.10
TOTAL AREA(ACRES) = 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 AREA(ACRES) 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
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) 2.94
TOTAL AREMACRES) = 0.85 PEAK FLOW RATE(CFS)
16
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.10 69 7.40
0.57
2.94
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 4.2 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.S2
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 I
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
FLOW RATE TABLE
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT
STREAM
2 ARE:
Intensity
TIME OF CONCENTRATION(MIN.) = 7.52
Ap
Ae
HEADWATER
NUMBER
RAINFALL INTENSITY(INCH/HR) = 3.86
(MIN.)
(INCH/HR)
(INCH/HR)
AREA -AVERAGED Fm(INCH/HR) = 0.06
NODE
1
33.07
6.22
AREA -AVERAGED Fp(INCH/HR) = 0.57
0.57(
0.06)
0.10
7.4
AREA -AVERAGED Ap = 0.10
2
33.12
6.24
4.315
EFFECTIVE STREAM AREMACRES)
0.85
0.10
7.5
124.00
TOTAL STREAM AREA(ACRES) = 0.85
33.40
6.39
4.255
0.57(
PEAK FLOW RATE(CFS) AT CONFLUENCE
0.10
2.94
116.00
4
** CONFLUENCE DATA **
6.60
4.172
0.57(
0.06)
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
O.S7(
0.06)
0.10
6.7 124.00
1 30.65 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 31.59 7.31 3.925
0.57(
0.06)
0.10
7.9 119.00
1 31.56 7.85 3.761
O.S7(
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
3.615
0.57(
0.06)
0.10
9.5
109.00
17
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) = 34.52 Tc(MIN.) = 7.52
EFFECTIVE AREA(ACRES) 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
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 20.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.14
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES 1
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 1
----------------------------------------------------------------------------
>>>>>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 AREA(ACRES) = 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
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
* 25 YEAR RAINFALL
INTENSITY(INCH/HR) = 4.930
SU13AREA Tc AND LOSS
RATE DATA(AMC 11):
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
SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA RUNOFF(CFS)
0.88
TOTAL AREMACRES) =
0.20 PEAK FLOW RATE(CFS)
0.88
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) 53.50 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.) = 13.54
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.88
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 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) 0.20
TOTAL STREAM AREA(ACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.88
CONFLUENCE DATA
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(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
O.S7(
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
34.85
3.449
O.S7(
0.06)
0.10
9.7
126.10
1
32.04
_9.07
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(Pm)
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
S
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.S
126.50
7
35.19
7.46
3.877
O.S7(
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
19
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 AREA(ACRES) 9.08 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = O.S7 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 21.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.06
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES 1
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 1
----------------------------------------------------------------------------
>>>>>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 AREA(ACRES) 9.08
TOTAL STREAM AREMACRES) = 10.36
PEAK FLOW RATE(CFS) AT CONFLUENCE 35.20
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 DOWNSTREAMWEET) 73.00
Tc = K*C(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.930
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 0.19 0.57 0.10 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = O.S7
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.83
TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) 0.83
FM
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 NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.04
RAINFALL INTENSITY(INCH/HR) = 4.90
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.19
TOTAL STREAM AREA(ACRES) = 0.19
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.83
** CONFLUENCE DATA **
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
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
O.S7(
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
3S.20
7.78
3.781
0.57(
O.OG)
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
3.548
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 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 DOWNSTREAMWEET)
43.65
FLOW LENGTH(FEET) = 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) = S7.23 DOWNSTREAM(FEET) 56.10
Tc = K*[(LENGTH** 3.00) /(ELEVATION CHANGE)1**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.427
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.693
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 0.30 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 AREMACRES) = 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 DOWNSTREAMMEET) 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.) = 4.73
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.25
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) 5.59
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 205.00 174.00 FEET.
FLOW PROCESS FROM NODE 20S.00 TO NODE 205.00 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.) = 5.59
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
----------------------------------------------------------------------------
>>>>>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)]**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 AREMACRES) = 0.25 PEAK FLOW RATE(CFS) 1.02
FLOW PROCESS FROM'NODE 204.00 TO NODE 20S.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 54.S3 DOWNSTREAM(FEET) S1.76
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.) S.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<<<<<
041
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.S54 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 S.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 DOWNSTREAM(FEET) 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) S7.03
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
SUBAREA 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 1
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 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.) = 5.91
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
Intensity
Fp(Pm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
2.26
5.92
4.454
0.57( 0.06)
0.10
0.5
201.00
1
2.26
6.04
4.403
0.57( 0.06)
0.10
0.6
203.00
2
1.08
5.91
4.460
0.57( 0.06)
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
----------------------------------------------------------------------------
>>>>>COMP`UTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>`USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENTk<<<<
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 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUM13ER 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) = 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 3.34
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 II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL 0.27 0.57 0.10 69 7.18
26
SUBAREA 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) 0.95
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 1
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
----------------------------------------------------------------------------
>>>>>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
AREEA-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 0.95
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(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 AREMACRES) 1.05 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 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 I
PIPE-FLOW(CFS) = 4.23
PIPE TRAVEL TIME(MIN.) = 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
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATIONNIN.) = 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 AREMACRES) 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 CHANGE)]**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 ELEMENTk<<<<
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
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 AREA(ACRES) 0.40
TOTAL STREAM AREMACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.72
** CONFLUENCE DATA **
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(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( O.OG)
0.10
1.3
212.00
2
5.7G
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
O.S7( 0.06)
0.10
1.5
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = S.76 Tc(MIN.) = 6.30
EFFECTIVE AREMACRES) 1.45 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES) = 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
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.
29
FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLU`ENCE<<<<<
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 AREA(ACRES) 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: 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
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.935
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) = 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.SO 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 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.) = 7.31
RAINFALL INTENSITY(INCH/HR) = 3.93
wo
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 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
NUMBER (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
0.57(
0.06)
0.10
1.5
209.00
2 1.22 7.31 3.926
0.57(
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( O.OG) 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 AREMACRES) 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 S63.00 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: UPSTRF.AM(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
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 6.94
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) 6.62
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.) = 6.62
RAINFALL INTENSITY(INCH/HR) = 4.17
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
31
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 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
SU13AREA ANALYSIS USED MINIMUM Tc(MIN.) = S.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 0.13 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 1G7.00 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) = 4.91
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = O.S7
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.)
1
6.73
5.SO
1
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 6.60
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
0.57( 0.06) 0.10 1.9
206.00
4 7.42 6.62 4.16S
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 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) = 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
----------------------------------------------------------------------------
>>>>>COMP"UTE 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 1
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(INCH/HR) = 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 DOWNSTREAMWEET) 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 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) 0.79
TOTAL AREA(ACRES) 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 ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) S3.82 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 1
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
----------------------------------------------------------------------------
>>>>>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 ZiREA(ACRES) 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 4.053 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
NUM13ER (CFS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 7.80 5.23
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 6.58
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
5 8.19 6.81
4.094
0.57( 0.06)
0.10
2.1
201.00
6 8.16 6.93
4.053
0.57( 0.06)
0.10
2.1
203.00
7 7.92 7.52
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 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 7.9 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 I
----------------------------------------------------------------------------
>>>>>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 AREMACRES) = 2.18
PEAK FLOW RATE(CFS) AT CONFLUENCE 8.19
FLOW PROCESS FROM NODE 224.00 TO NODE 22S.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
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 AREA(ACRES) = o.Sl PEAK FLOW RATE(CFS) 2.23
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 2.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 17.19
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
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 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) = 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) 0.51
TOTAL STREAM AREMACRES) = 0.51
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.23
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Pm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(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
4.09S
O.S7(
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
3.654
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
O.S7(
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 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 O.S7( 0.06) 0.10 2.6 221.00
36
5 10.0s 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 AREMACRES) 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 DOWNSTREAMWEET)
44.97
FLOW LENGTHWEET) = 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
----------------------------------------------------------------------------
>>>>>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 AREMACRES) 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 DOWNSTREAMWEET) 73.00
Tc = Kl�[(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
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: UPSTREAMWEET) 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
----------------------------------------------------------------------------
>>>>>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 AREMACRES) 0.20
TOTAL STREAM AREMACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.88
** CONFLUENCE DATA **
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(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
S.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
m
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 AREA(ACRES) 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) 43.6S
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 1
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 = 11
------------------------- 7 --------------------------------------------------
>>>>>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
S.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
2.6
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(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
31.60
5.18
4.827
O.S7(
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.S5
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
3S.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
O.S7(
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
O.S7(
0.06)
0.10
10.6
118.SO
LONGEST
FLOWPATH
FROM NODE 118.50 TO NODE
301.00
=
1563.00 FEET.
39
** 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.G
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
4G.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.)
7.65
EFFECTIVE AREA(ACRES)
11.92 AREA -AVERAGED Fm(INCH/HR)=
0.06
ARFA-AVERAGED Fp(INCH/HR)
O.S7 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
8.5
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
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.so
END OF RATIONAL
METHOD ANALYSIS
41
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) SO.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) = 1.2SOO
*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** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.734
1
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 4.643
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
SUBAREA RUNOFF(CFS) 5.82
TOTAL AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) 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 1
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 1
----------------------------------------------------------------------------
>>>>>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
----------------------------------------------------------------------------
>>>>>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
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.552
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 0.32 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) 1.58
TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) 1.58
tj
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(FEET/SEC.) = 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-AVFRAGED 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 AREA(ACRES) = 0.32
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.58
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.82 6.87 4.587 0.57( 0.06) 0.10 1.4 109.00
2 1.58 S.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 **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.75 5.08 S.502 0.57( 0.06) 0.10 1.4 111.00
2 7.14 6.87 4.S87 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) = O.S7 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 8.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.03
M
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 1
----------------------------------------------------------------------------
>>>>>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 DOWNSTREAMWEET) 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
SU13AREA 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 0.28 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 AREA(ACRES) = 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) 49.9S 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 1
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 CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = -3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.5S
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 AREA(ACRES) = 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** 3.00)/(ELEVATION 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
** CONFLUENCE DATA **
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) =
8.107
* 50 YEAR RAINFALL INTENSITY(INCH/HR) =
4.154
SUBAREA Tc AND LOSS RATE DATA(AMC II);
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
0.57( 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 S.09 5.489 0.57( O.OG) 0.10 1.9 116.00
2 9.49 S.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 4.498 O.S7( 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 AREMACRES) 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
T
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 10.69
TOTAL AREMACRES) = 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 DOWNSTREAM(FEET) 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 CONCENTRATIONNIN.) = 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 AREA(ACRES) 2.90
TOTAL STREAM AREMACRES) = 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) S4.92
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SU13AREA 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 5.91
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) 5.4S
FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS C_QNFLUENCED 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 AREA(ACRES) 1.22
TOTAL STREAM AREA(ACRES) = 1.22
PEAK FLOW RATE(CFS) AT CONFLUENCE 5.45
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 10.69 8.70 3.981 0.57( 0.06) 0.10 2.9 118.50
2 5.45 5.91 5.022 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 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(ACRZS_) 4.12
p
TOTAL STREAM AREA(ACRES) = 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
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
* 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 0.33 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 DOWNSTREAMWEET) 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.) 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 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) = S.51
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.33
TOTAL STREAM AREMACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.63
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(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
0.57( 0.06)
0.10
0.3
121.00
0
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.) (INCHIHR) �INCHJHR) (ACRES) NODE
1 15.20 S.06 5.512 O.S7( 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 # 1 WITH THE MAIN -STREAM MEMORY<<<<<
** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CPS) (MIN.) (INCHIHR) (INCHIHR) (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
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.S12 0.57( 0.06) 0.10 4.8 121.00
2 24.73 5.23 5.40S 0.57( 0.06) 0.10 4.9 116.00
3 24.99 S.44 S.279 O.S7( 0.06) 0.10 5.1 111.00
4 2S.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 S.9 114.00
6 25.78 7.23 4.449 0.57( 0.06) 0.10 6.2 109.00
7 24.6S 8.93 3.919 O.S7( 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
----------------------------------------------------------------------------
>>>>>COMP`UTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
WE
>>>>>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(FEET/SEC-) 8.20
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1
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(INCHIHR) = 4.38
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 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.SO DOWNSTREAM(FEET) 73.00
Tc = K*C(LENGTH** 3.00)/(ELEVATION 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):
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) = O.S7
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.54
TOTAL AREMACRES) = 0.32 PEAK FLOW RATE(CFS) 1.54
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 2.6 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 NODE. 124.00 TO NODE 126.00 217.00 FEET.
11
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 AREA(ACRES) 0.32
TOTAL STREAM AREA(ACRES) = 0.32
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.54
** CONFLUENCE DATA **
FLOW RATE TA13LE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
24.48
5.26
5.387
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 TA13LE
**
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
5.288
O.S7(
0.06)
0.10
5.2
116.00
4
26.48
5.63
5.169
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 AREMACRES) = 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) = 24.00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 27.08
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) 7.06
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
SU13AREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.364
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 4.401
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 O.S7 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) 4.73
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
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
PIPE-FLOW(CPS) = - 4-73
PIPE TRAVEL TIMENIN.) = O.S6 Tc(MIN.) 7.92
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.) = 7.92
RAINFALL INTENSITY(INCH/HR) = 4.21
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 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 SU13AREA 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
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.036
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
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 DOWNSTREAMWEET) 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(FEET/SEC.) = 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 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.93
RAINFALL INTENSITY(INCH/HR) = S.01
AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = O.S7
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.99
TOTAL STREAM AREMACRES) = 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 5.93 5.014 0.57( 0.06) 0.10 1.9 126.50
2 8.45 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.) = S.93
EFFECTIVE AREA(ACRES) 1.89 AREA -AVERAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = O.S7 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
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
----------------------------------------------------------------------------
>>>>>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 0.57( 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
S.1
124.00
3
26.25
5.62
5.176
0.57( 0.06)
0.10
S.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 TA13LE **
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
3S.46
6.21
4.872
0.57( 0.06)
0.10
7.6
126.50
6
35.68
6.52
J.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
0.57(
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 AREA(ACRES) = 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.G8
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
----------------------------------------------------------------------------
>>>>>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-AVFRAGED Fm(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 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 ANALYSTS USED MINIMUM Tc(MIN.) = 7.403
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 4.387
SUBAREA TC AND LOSS RATE DATA(AMC IT):
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 AREMACRES) = 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
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
----------------------------------------------------------------------------
>>>>>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) = 4.35
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 AREA(ACRES) = 0.85
PEAK FLOW RATE(CFS) AT CONFLUENCE
3.31
** CONFLUENCE DATA **
STREAM Q Tc Intensity
Fp(Fm)
Ap Ae
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR)
(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
O.S7(
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 35.65 7.76 4.264
0.57(
0.06)
0.10
8.3
114.00
1 35.54 8.31 4.093
0.57(
O.OG)
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
9 38.66 8.31 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 3.655 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.Sl
EFFECTIVE AREMACRES) 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.SO 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 1
PIPE-FLOW(CFS) = 38.98
PIPE TRAVEL TIME(MIN.) = 0.1s Tc(MIN.) 7.66
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 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.66
RAINFALL INTENSITY(INCH/HR) = 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 FROMNODE 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
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) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 0.99
TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS)
18
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.10 69 5.00
0.57
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 ELEMENTk<<<<
ELEVATION DATA: UPSTREAM(FEET) 53.50 DOWNSTREAMWEET) 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 NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.04
RAINFALL INTENSITY(INCH/HR) = S.53
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 AREMACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.99
** CONFLUENCE DATA **
FLOW RATE TA13LE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(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
38.9S
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
4.050
O.S7(
0.06)
0.10
9.S
109.00
1
38.01
9.07
3.884
O.S7(
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
S.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 TA13LE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUM13ER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
35.14
5.04
5.526
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
6.35
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
J.216
0.57(
0.06)
0.10
9.3
114.00
19
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 AREA(ACRES) 9.14 AREA -AVERAGED Fm(INCH/HR) = O.OG
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 ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 44.26 DOWNSTREAMWEET) 44.00
FLOW LENGTHWEET) = 54.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.27
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES 1
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 1
----------------------------------------------------------------------------
>>>>>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) = 0.57
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** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* SO YEAR RAINFALL INTENSITY(INCH/HR) = 5.5S2
SUBAREA Tc AND LOSS RATE DATA(AMC II):
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
SUBAREA RUNOFF(CFS) 0.94
TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS)
20
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) = 35.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 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 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) = 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 AREA(ACRES) = 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
0.57(
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
6.58
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
6.02
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
O.S7(
0.06)
0.10
10.4
118.so
2
0.94
5.04
5.523
O.S7(
0.06)
0.10
0.2
134.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO
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
8.57
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(INCHIHR) = 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 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 22.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.62
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES
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) SG.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) = 47.90 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 I
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) = 5.19
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 SUBAREA 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
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 0.25 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) 1.15
TOTAL AREMACRES) 0.25 PEAK FLOW RATE(CFS) 1.15
FLOW PROCESS FROM NODE 204.00 TO NODE 20S.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 54.S3 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 20S.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 AREMACRES) = 0.25
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.15
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
1.41
5.59
2
1.15
5.70
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
5.194 0.57( 0.06)
5.129 0.57( 0.06)
Ap Ae HEADWATER
(ACRES) NODE
0.10 0.3 201.00
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 2.55 5.59 5.194 0.57( 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) = 0.55
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 DOWNSTREAM(FEET) 50.54
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.G INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) 5.73
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES I
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
----------------------------------------------------------------------------
>>>>>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(ACREg) 0.54
24
TOTAL STREAM AREA(ACRES) = 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
SUBAREA 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 AREMACRES) = 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 AREA(ACRES) 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
NUMBER
(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 S.024 0.57( 0.06) 0.10 0.8 206.00
2 3.76 5.91 5.023 O.S7( 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 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 6.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 6.23
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
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 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I 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 CHANGE)]**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 IV:
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GIZOUP (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) 54.53 DOWNSTREAMWEET) 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 I
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 CONCENTRATIONNIN.) = 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
NUMBER (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.) = 6.20
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 NODIiL 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
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.) = 6.29
RAINFALL INTENSITY(INCH/HR) = 4.84
AREA -AVERAGED Frn(INCH/HR) = 0.06
AREA -AVERAGED Fp(INCH/HR) = O.S7
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.05
TOTAL STREAM AREA(ACRES) = 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
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.) = 5.16S
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 5.445
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) = O.S7
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/SFC.) = 13.39
oAl
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 AREA(ACRES) = 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 TA13LE **
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
6.50
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 AREMACRES) = 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 8.6 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
09,
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 NUM13ER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.56
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) 1.45
TOTAL STREAM AREA(ACRES) = 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
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
* 50 YEAR RAINFALL INTENSITY(INCH/HR) = 4.431
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) = 0.57
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.38
TOTAL AREMACRES) = 0.35 PEAK FLOW RATE(CFS) 1.38
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
30
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) 0.35
TOTAL STREAM AREA(ACRES) = 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
5.47
5.260
0.57( 0.06)
0.10
1.3
212.00
1
6.50
6.56
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
1.5
203.00
1
6.10
7.59
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
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 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) = O.OG
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 I
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 1
----------------------------------------------------------------------------
>>>>>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) .= 0.06
31
AREA -AVERAGED Fp(INCH/HR) = 0.57
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 1.76
TOTAL STREAM AREA(ACRES) = 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) = S.552
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 0.13 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) 0.64
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) S3.50 DOWNSTREAM(FEET) 46.77
FLOW LENGTHWEET) = 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 1
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 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) = 5.53
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 0.64
** 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
ON
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
4.656
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
5.526
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 7.99 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
O.S7( 0.06) 0.10 1.9
206.00
4 8.37 6.58 4.706
0.57( 0.06) 0.10 1.9
201.00
5 8.34 6.70 4.656
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 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) = 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 INITI?�L SUBAREA ANALYSIS<<<<<
33
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SU13ARF-A 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
* SO 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 1
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
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.) = 6.57
RAINFALL INTENSITY(INCH/HR) = 4.71
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 0.89
** 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 5.406 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 Fog 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<<<<<
>>>>>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 8.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) =
11.31
GIVEN PIPE DIAMETER(INCH) = 18.00
NUMBER OF PIPES 1
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 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I 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 S.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 LENGTH(FEET) = 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
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
----------------------------------------------------------------------------
>>>>>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) 0.51
TOTAL STREAM AREMACRES) = 0.51
PEAK FLOW RATE(CFS) AT CONFLUENCE 2.51
** CONFLUENCE DATA **
Q
Tc
Intensity
Fp(Fm)
Ap
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap Ae
(INCH/HR)
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
8.80
5.24
5.398
0.57( O.OG)
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( O.OG)
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
NUMBER
(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
5.24
5.398
0.57( 0.06)
0.10
2.2
218-00
3
11.39
5.69
5.136
0.57( 0.06)
0.10
2.3
212.00
36
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 7.53 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 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 13.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 8.20
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES I
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 CONCENTRATION(MIN.) = 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 AREA(ACRES) 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 SU13AREA 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
SUBAREA RUNOFF(CFS) 0.99
FLOW RATE TABLE
TOTAL AREMACRES) 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<<<<<
Q
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
Intensity
ELEVATION DATA: UPSTREAM(FEET) 53.38 DOWNSTREAM(FEET)
44.97
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.011
HEADWATER
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.2 INCHES
(CFS)
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.90
(INCH/HR)
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 0.99
NODE
PIPE TRAVEL TIMEMIN.) = 0.13 Tc(MIN.) 5.13
12.18
LONGEST FLOWPATH FROM NODE 227.00 TO NODE 229.00
221.00 FEET.
0.57(
0.06)
FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 IS CODE
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
2
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
5.13
TOTAL NUMBER OF STREAMS = 2
0.57(
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
0.10
TIME OF CONCENTRATIONNIN.) = 5.13
227.00
RAINFALL INTENSITY(INCH/HR) = 5.46
12.23
AREA -AVERAGED Fm(INCH/HR) = 0.06
5.368
AREA -AVERAGED Fp(INCH/HR) = 0.57
0.06)
AREA -AVERAGED Ap = 0.10
2.4
EFFECTIVE STREAM AREMACRES) 0.20
4
TOTAL STREAM AREA(ACRES) = 0.20
5.74
PEAK FLOW RATE(CFS) AT CONFLUENCE 0.99
0.57(
** CONFLUENCE DATA **
0.10
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (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 S.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 0.57( 0.06) 0.10 2.6
203.00
1 10.90 7.58 4.326 0.57( 0.06) 0.10 2.7
215.00
1 10.67 7.87 4.230 0.57( 0.06) 0.10 2.7
209.00
2 0.99 5.13 5.464 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
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
O.S7(
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
38
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 AREA(ACRES) 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 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
----------------------------------------------------------------------------
>>>>>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
S.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
5.17
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
4.655
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.
01j,
** 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
0.57(
0.06)
0.10
8.5
224.00
2
47.97
S.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 . OG)
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
S1.52
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
4.578
O.S7(
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
4.531
0.57(
0.06)
0.10
11.2
203.00
15
52.14
7.30
4.42S
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
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
O.S7(
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)
= O.OG
AREA -AVERAGED
Fp(INCH/HR) = 0.57 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)
11.96
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 TA13LE
**
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
S1.53
6.71
4.655
0.57(
0.06)
0.10
10.8
116.00
11
51.82
6.90
4.578
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
4.531
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
Sri]
19
51.89
7.93
4.209
O.S7(
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
O.S7(
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
END OF RATIONAL
METHOD ANALYSIS
41
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACY-nGS
(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) 753-077S
DESCRIPTION OF STUDY
• JN 1390. HOME DEPOT FONTANA 100YR HYDROLOGY ANALYSIS
• PREPARED 5 JANUARY, 2007
• 100 -year Hydrology
FILE NAME: 1390Q100.DAT
TIME/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 CURVE(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<<<<<
>>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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.052
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 1.41 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 AREMACRES) = 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 DOWNSTREAMWEET) 51.26
FLOW LENGTHWEET) = 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 1
PIPE-FLOW(CFS) = 6.38
PIPE TRAVEL TIMENIN.) = 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 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I 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 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
* 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 0.32 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
TOTAL AREMACRES) = 0.32 PEAK FLOW RATE(CFS) 1.73
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 LENGTH(FEET) = 41.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.26
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
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 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.) = 5.07
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 AREA(ACRES) = 0.32
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.73
** CONFLUENCE DATA **
STREAM
Q
Tc
NUMBER
(CFS)
(MIN.)
1
6.38
6.87
2
1.73
' S.07
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
4.992 0.27( 0.03)
5.987 0.27( 0.03)
Ap Ae HEADWATER
(ACRES) NODE
0.10 1.4 109.00
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 5.987 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 ARFA-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
PIPE -FLOW VELOCITY(FEET/SEC.) = 9.25
GIVEN PIPE DIAMETER(INCH)
PIPE-FLOW(CFS) = 7.82
PIPE TRAVEL TIME(MIN.) =
LONGEST FLOWPATH FROM NODE
18.00 NUMBER OF PIPES = 1
0.22 Tc(MIN.) 7.09
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.) = 7.09
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 11S.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) = S8.83 DOWNSTREAM(FEET) 56.00
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.895
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.472
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 0.28 0.27 0.10 86 5.90
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.37
TOTAL AREMACRES) = 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
GIVEN PIPE DIAMETER(INCH) = 18-00 NUMBER OF PIPES
PIPE-FLOW(CFS) = 1.37
PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) 6.54
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
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 AREA(ACRES) = 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
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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.014
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 0.33 0.27 0.10 86 5.04
SUBAR ' EA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA RUNOFF(CFS) 1.78
TOTAL AREMACRES) = 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 LENGTHWEET) = 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.) 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
----------------------------------------------------------------------------
>>>>>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 **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
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
5.143
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 5.973 0.27( 0.03) 0.10 1.9 116.00
2 10.38 5.30 5.833 0.27( 0.03) 0.10 1.9 111.00
3 10.59 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 AREA(ACRES) 2.23 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 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 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
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
* 100 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
rol
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 11.73
TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) 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.) = 8.6S
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
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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.464
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 1.22 0.27 0.10 86 5.91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 5.97
TOTAL AREA(ACRES) = 1.22 PEAK FLOW RATE(CFS) 5.97
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) = 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 RATE(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 8.6S 4.347 0.27( 0.03) 0.10 2.9 118.50
2 S.97 S.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 S.464 0.27( 0.03) 0.10 3.2 119.00
2 16.47 8.6S 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 AREA(ACRES) 4.12 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 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.) 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
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 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 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
TOTAL STREAM AREA(ACRES) = 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 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
* 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 0.33 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 AREA(ACRES) = 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 AREA(ACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.79
** CONFLUENCE DATA **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUM13ER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
16.0s
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.so
2
1.79
5.06
5.998
0.27( 0.03)
0.10
0.3
121.00
0
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 16.66 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
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 17.74 Tc(MIN.) = 8.86
EFFECTIVE AREA(ACRES) 4.4S AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 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 = 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. 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
S.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 **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
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
S.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 AREMACRES) = 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(FEET/SEC.) 9.00
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 26.26
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 1
----------------------------------------------------------------------------
>>>>>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 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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.868
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 S.2S
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 1.68
TOTAL AREA(ACRES) = 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(FEET/SEC.) = 12.79
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
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
FLOW PROCESS FROM NODE 12G.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.) = 5.30
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 AREA(ACRES) = 0.32
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.68
** CONFLUENCE DATA **
**
STREAM Q Tc
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
0.27( 0.03)
(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
28.25
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
5.1
124.00
3 28.77 5.40
S.767
0.27( 0.03)
0.10
5.2
116.00
4 29.01 5.60
S.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
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
12
GIVEN PIPE DIAMETER(INCH)
PIPE-FLOW(CFS) = 29.69
PIPE TRAVEL TIME(MIN.) = 0
LONGEST FLOWPATH FROM NODE
24.00 NUMBER OF PIPES = 1
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 DOWNSTREAM(FEET) 54.44
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
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA RUNOFF(CFS) 5.18
TOTAL ARFA(ACRES) = 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 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 7.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 7.63
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = - 5.18
PIPE TRAVEL TIME(MIN.) = 0.5S Tc(MIN.) 7.91
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.) = 7.91
RAINFALL INTENSITY(INCH/HR) = 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 AREA(ACRES) = 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) S4.71
Tc = K*[(LENGTH** 3.00)/(ELEVATION 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 pp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.99 0.27 0.10 86 5.88
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA 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 VALUFS-USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.92
RAINFALL INTENSITY(INCH/HR) = S.46
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.99
TOTAL STREAM AREA(ACRES) = 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 5.45S 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 ELEMENTk<<<<
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 FLOW)/(PIPE 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 = 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 9.48 6.19 5.315 0.27( 0.03) 0.10 1.9 126.SO
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
28.50
5.42
S.755
0.27( 0.03)
0.10
5.1
121.00
2
28.62
5.48
S.715
0.27( 0.03)
0.10
5.1
124.00
3
28.77
5.58
S.6S5
0.27( 0.03)
0.10
5.2
116.00
4
29.01
5.78
5.535
0.27( 0.03)
0.10
5.4
111.00
5
29.66
6.47
5.17S
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 **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
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
5.48
S.715
0.27( 0.03)
0.10
6.8
124.00
3
37.87
5.58
5.655
0.27( 0.03)
0.10
6.9
116.00
4
38.24
5.78
5.53S
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
--5.17S
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 AREA(ACRES) 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 1
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 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 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 AREA(ACRES) = 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 SU13AREA FLOW-LENGTH(FEET) 31S.00
ELEVATION DATA: UPSTREAM(FEET) = S7.98 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 pp 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.G3
FLOW PROCESS FROM NODE 129.00 TO NODE 130.00 IS CODE
= 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
Tc
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
Fp(Fm)
ELEVATION DATA: UPSTREAM(FEET) 50.50 DOWNSTREAM(FEET)
44.63
FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.011
NUMBER
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.8 INCHES
(MIN.)
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.55
(INCH/HR)
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES
(ACRES)
PIPE-FLOW(CFS) = 3.63
1
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) 7.51
6.21
LONGEST FLOWPATH FROM NODE 128.00 TO NODE 130.00
397.00 FEET.
0.03)
0.10
FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
41.03
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
5.271
TOTAL NUMBER OF STREAMS = 2
0.03)
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
7.5
TIME -OF CONCENTRATION(MIN.) = 7.51
3
RAINFALL INTENSITY(INCH/HR) = 4.73
6.37
AREA -AVERAGED Fm(INCH/HR) = 0.03
0.27(
AREA -AVERAGED Fp(INCH/HR) = 0.27
0.10
AREA -AVERAGED Ap = 0.10
116.00
EFFECTIVE STREAM AREMACRES) 0.85
41.68
TOTAL STREAM AREMACRES) = 0.85
5.131
PEAK FLOW RATE(CFS) AT CONFLUENCE 3.63
0.03)
** CONFLUENCE DATA **
7.9
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 S.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
1 39.11 -7.23 4.841 0.27( 0.03) 0.10 7.9
119.00
1 39.08 7.77 4.63S 0.27( 0.03) 0.10 8.3
114.00
1 38.97 8.33 4.447 0.27( 0.03) 0.10 8.7
109.00
1 38.41 8.95 4.258 0.27( 0.03) 0.10 9.0
126.10
1 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
12B.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.SO
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.
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 1
PIPE-FLOW(CFS) = 42.72
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) 7.66
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 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.66
RAINFALL INTENSITY(INCH/HR) = 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
ELEVATION DATA: UPSTREAM(FEET) = 75.72 DOWNSTREAM(FEET) 73.00
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 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 LOSS RATE, Fp(INCH/HR) = 0.27
SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA RUNOFF(CFS) 1.08
TOTAL AREMACRES) = 0,20 PEAK FLOW RATE(CFS) 1.08
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) 53.50 DOWNSTREAM(FEET) 44.26
FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.40
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.08
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 NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.04
RAINFALL INTENSITY(INCH/HR) = 6.01
AREA-WERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREMACRES) 0.20
TOTAL STREAM AREA(ACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.08
** CONFLUENCE DATA **
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(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
S.199
0.27(
0.03)
0.10
7.5
124.00
1
41.27
6.51
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
6.4
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
9.5
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
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.S7 Tc(MIN.) = 7.66
EFFECTIVE AREA(ACRES) 9.14 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27 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 PI PE -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 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 I
----------------------------------------------------------------------------
>>>>>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 SUBAREA 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 AREMACRES) = G-.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 ELEMENTk<<<<
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 1.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.99
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.03
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) S.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 NUMBER OF STREAMS = 2
STREAM
Q
Tc
Intensity
Fp(Fm)
CONFLUENCE VALUES USED FOR INDEPENDENT
STREAM
2 ARE:
NUM13ER
(CFS)
TIME OF CONCENTRATION(MIN.) = 5.04
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
RAINFALL INTENSITY(INCH/HR) = 6.01
39.04
5.04
6.010
0.27(
0.03)
AREA -AVERAGED Fm(INCH/HR) = 0.03
6.2
134.00
2
39.35
5.15
AREA-1h,VERAGED Fp(INCH/HR) = 0.27
0.27(
0.03)
0.10
6.3
131.00
AREA -AVERAGED Ap = 0.10
42.69
6.47
5.175
0.27(
0.03)
EFFECTIVE STREAM AREMACRES)
0.19
121.00
4
42.85
6.53
TOTAL STREAM AREMACRES) = 0.19
0.27(
0.03)
0.10
7.9
124.00
PEAK FLOW RATE(CFS) AT CONFLUENCE
43.07
1.03
5.104
0.27(
0.03)
** CONFLUENCE DATA **
8.1
116.00
6
43.4S
6.81
STREAM Q Tc Intensity
Fp(Fm)
Ap Ae
0.10
HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR)
(INCH/HR)
(ACRES)
NODE
1 38.33 S.1s 5.93S
0.27(
0.03)
0.10
6.1
131.00
1 41.80 6.47 5.175
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 S.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.S4 7.48 4.742
0.27(
0.03)
0.10
8.9
119.00
1 43.S7 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 S.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 TA13LE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUM13ER
(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
43.4S
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 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 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 1
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
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.751
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 0.30 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) 1.5s
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 TIME(MIN.) = 0.16 Tc(MIN.) S.58
LONGEST FLOWPATH FROM NODE 201.00 TO NODE 20S.00 174.00 FEET.
FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUM13ER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.58
RAINFALL INTENSITY(INCH/HR) = 5.6S
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 AREMACRES) = 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)]**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
SUBAREA 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: UPSTRFAM(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 1
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(INCH/HR) = 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 AREA(ACRES) = 0.25
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.26
** CONFLUENCE DATA **
STREAM
Q
Tc
NUM13ER
(CFS)
(MIN.)
1
1.55
5.58
2
1.26
5.70
Intensity Fp(Fm)
(INCH/HR) (INCH/HR)
5.6S3 0.27( 0.03)
5.582 0.27( 0.03)
Ap Ae HEADWATER
(ACRES) NODE
0.10 0.3 201.00
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 5.70 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) = 0.5S
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.S4
FLOW LENGTHWEET) = 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 1
----------------------------------------------------------------------------
>>>>>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 AREA(ACRES) = 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(FEET) 136.00
ELEVATION DATA: UPSTREAM(FEET) = 57.98 DOWNSTREAM(FEET) 57.03
Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = S.854
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = S.495
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 0.27 0.27 0.10 86 S.85
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA 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 1
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 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.) = 5.90
RAINFALL INTENSITY(INCH/HR) = S.47
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 AREMACRES) = 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 S.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) SO.54 DOWNSTREAM(FEET) 49.34
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES
PIPE -PLOW VELOCITY(FEET/SEC.) = 6.40
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
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 1
----------------------------------------------------------------------------
>>>>>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-AVFRAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap 0.10
EFFECTIVE STREAM AREA(ACRES) 0.82
TOTAL STREAM AREA(ACRES) = 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 SU13AREA 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
pill
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 AREA(ACRES) = 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 AREMACRES) 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 S.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 5.23 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 AREMACRES) 1.05 AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) 0.27 AREA -AVERAGED Ap = 0.10
TOTAL AREMACRES)
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 LENGTH(FEET) = 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 1
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 CONCENTRATION(MIN.) = 6.28
RAINFALL INTENSITY(INCH/HR) = 5.27
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 AREMACRES) = 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
SUBAREA 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
PTV�
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 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) = 5.90
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 **
FLOW RATE TABLE
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(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
5.20
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
G.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
1.5
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 AREMACRES) = 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,
29
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 AREA(ACRES) 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 DOWNSTREAM(FEET) 46.93
FLOW LENGTH(FEET) = 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 C0NFLU`ENCE<<<<<
>>>>>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
RAINFALL INTENSITY(INCH/HR) = 4.81
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.35
TOTAL STREAM AREA(ACRES) = 0.35
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.51
** CONFLUENCE DATA **
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
0.27( 0.03)
(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) 53.98
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 0.13 0.27 0.10 86 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SU13AREA 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 DOWNSTREAMWEET) 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 1
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 NUMBER 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
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
32
1 8.32
5.48
5.714
0.27(
0.03)
0.10
1.5
212.00
1 8.56
6.56
5.133
0.27(
0.03)
0.10
1.8
201.00
1 8.S6
6.S7
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
21S.00
1 8.15
7.60
4.696
0.27(
0.03)
0.10
1.8
209.00
2 0.70
5.04
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 6.57 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 AREA(ACRES) 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 LENGTH(FEET) = 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 1
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 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.) = 6.57
RAINFALL INTENSITY(INCH/HR) = 5.13
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 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
5.885
0.27(
0.03)
0.10
1.5
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
5.046
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
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
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.S8 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
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) 45.47 DOWNSTREAM(FEET) 45.24
FLOW LENGTHWEET) = 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 I
PIPE-FLOW(CFS) = 10.13
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) 6.7S
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.) = 6.75
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 AREA(ACRES) = 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
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 5.035
35
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.015
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 0.51 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 AREA(ACRES) = 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(FRET) 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 1
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 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) = 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 2.75
** 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
7.52
4.727
0.27(
0.03)
0.10
2.2
215.00
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
IM
3 12.47 5.68 S.59S 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 S.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
21S.00
9 11.70 7.80 4.62S 0.27( 0.03) 0.10 2.7
209.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.47 Tc(MIN.) = 5.68
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 ELEMENTk<<<<
ELEVATION DATA: UPSTREAMWEET) 45.24 DOWNSTREAM(FEET)
44.97
FLOW LENGTHWEET) = 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 1
PIPE-FLOW(CFS) = 12.47
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) 5.73
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
1
----------------------------------------------------------------------------
>>>>>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 AREMACRES) = 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
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 0.20 0.27 0.10 86 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
37
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SU13AREA RUNOFF(CFS) 1.08
TOTAL AREMACRES) = 0.20 PEAK FLOW RATE(CFS) 1.08
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 2.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.21
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.08
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 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.13
RAINFALL INTENSITY(INCH/HR) = 5.95
AREA -AVERAGED Fm(INCH/HR) = 0.03
AREA -AVERAGED Fp(INCH/HR) = 0.27
AREA -AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) 0.20
TOTAL STREAM AREA(ACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE 1.08
** CONFLUENCE DATA **
**
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CFS)
(MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
12.25
5.11
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 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 DOWNSTREAMWEET) 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 NUM13ER OF PIPES 1
PIPE-FLOW(CFS) = 13.48
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 5.79
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(Pm)
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
13.35
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
4.685
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
5.116
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
5
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.lS3
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 =
1S63.00 FEET.
** PEAK
FLOW RATE
TABLE
**
STREAM
Q
Tc
Intensity
Fp(Pm)
Ap
Ae
HEADWATER
NUMBER
(CPS) (MIN.)
(INCH/HR)
(INCH/HR)
(ACRES)
NODE
1
52.38
S.17
5.920
0.27(
0.03)
0.10
8.5
134.00
2
52.38
S.17
5.920
0.27(
0.03)
0.10
8.5
224.00
3
52.46
5.19
S.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
S2.91
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.S9
5.116
0.27(
0.03)
0.10
10.6
121.00
8
56.23
6.6S
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
56.6S
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
S6.75
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
4.685
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
55.7S
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 118.50 TO NODE
301.00 =
1563.00 FEET.
END OF STUDY SUY24ARY:
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)
57.16
** PEAK
FLOW RATE.TABLE **
STREAM
Q
Tc
Intensity
Fp(Fm)
Ap
Ae
HEADWATER
NUMBER
(CPS) (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
S.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
56.6S
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
4.685
0.27(
0.03)
0.10
12.0
215.00
EEO
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
END OF RATIONAL METHOD ANALYSIS
41
-4 7
. . . . I I .. 'I �2 13. '4, 16 17,
L-� A- VE
FS SUR
SOURCE:-
cl- y -
-7 7
-7
C
A
A
C
-A
�C
A -6
I: 1�1" R A I"R'
C
Z:
-Si C
—SUP LY
'Ir C
S r
SOURCE: I 7e SU VEY, f
5 -5
Q
D
-----------
-y
C 8 . 9
3
12 6 j
F
�-c
%
c
-4 ok, -4
711�
D
C
D
C
4 F
;FC
15 �,-Zi
D.
.3
7/
_7 %
AA 7
il
R '61
r— 112
PII,
B
y r
W* vZ&-;;ANIm
W� r W
55 R.,
FYI'
LEGEND
— SOIL GROUP BOUNDARY
SOIL GROUP DESIGNATION
— BOUNDARY OF INDICATED SOURCE
'2 -4
SAN BERNARDINO COUNTY
HYDROLOGY MANUAL
WON
-m-mix-m! mpq
INDEX MAP
17 48 .9 1
12 41-
Sc.le 1:250,000
15 10 21 1�
15 —11 -
CONTOUR INTERVAL 2W FEET
WITH SUPPLEMENTARY CONTOURS AT IDU FOOT INTERVALS
TRANS VERSE MERCATOR PROJECTION
BASE MAP REPRODUCED FROM U.S.G.S."SAN BERNARDINO" TOPOGRAPHIC MAP
SCALE REDUCED BY 1/2
LOCATION DIAGRAM
2
A
'V
/GI�1 A
OL.G? M P
S LY
U,
A
1011.014614,
W_ �Am I
6!w1v
HYDROLOGIC SOILS GROUP MAP
FOR
SOUTHCENTRAL AREA
RDINO Co.
C-4
INDEX MAP
17 48 .9 1
12 41-
Sc.le 1:250,000
15 10 21 1�
15 —11 -
CONTOUR INTERVAL 2W FEET
WITH SUPPLEMENTARY CONTOURS AT IDU FOOT INTERVALS
TRANS VERSE MERCATOR PROJECTION
BASE MAP REPRODUCED FROM U.S.G.S."SAN BERNARDINO" TOPOGRAPHIC MAP
SCALE REDUCED BY 1/2
LOCATION DIAGRAM
2
A
'V
/GI�1 A
OL.G? M P
S LY
U,
A
1011.014614,
W_ �Am I
6!w1v
HYDROLOGIC SOILS GROUP MAP
FOR
SOUTHCENTRAL AREA
,-7
wo
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(Fm)=
Initial subarea data:
Initial area flow distance 1000.000(Ft.)
Top (of initial area) elevation = 106S-000(Ft.)
Bottom (of initial area) elevation = 1060.000(Ft.)
Difference in elevation = 5.000(Ft.)
Slope = 0.00500 s0k)= 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
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 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.)
om
853
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 = 31.443(CFS)
Depth of flow = 0.564(Ft.), Average velocity = 2.888(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 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
Per-vious 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 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) = O.Q20
Slope from grade break to crown (v/hz) = 0.020
Street flow is on Ell 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 41
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 cur-ve 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 = 3G.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)=
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 COU = 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)
0.073(In/Hr)
year storm
is C = 0.875
CM
6'? ",
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 [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 0.464(Ft.), Average velocity = �.492(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 18.447(Ft.)
Own 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(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 = 1052.000(Ft-)
4ength of street segment = 660.000(Ft.)
.S �, (�
Height of curb above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20-OOO(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
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)
9 15�7
1
36.790
23.74
1.914
2
35.524
19.72
2.139
Qmax(l)
=
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
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: I 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-.e7ess 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
NMI
......................................................................
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 [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 = 0.454(Ft.), Average velocity =
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 gr-Dup C = 0.000
Decimal fraction soil group D = 0-000
SCS curve number for soil(AMC 2) = 56.00
17.312(CFS)
2.626(Ft/s)
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.073(In/Hr)
Rainfall --intensity = 2.425(In/Hr) for a 25.0 year storm
6;/ (
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 crossf all 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.
a i�<
Flow width (from curb towards crown)= 20.000(Ft.)
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Process from Point/Station 611.000 to Point/Station 611.0oo
**** 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 Per-vious 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
**** PIPEFLOW !IRAVEL 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.)
ElIff
Pipe flow velocity = . -16�23(Ft/S)
Travel time through pipe = 0.77 min.
Time of concentration (TC) 21.51 min.
. . . . . . . . . . . . . h- + -F+ -V . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Process from Point/Station 90.000 to Point/Station 90.000
**'* CONFLUENCE OF MINOR STPEAMS.,****
Along Main Stream number: 1 in.,,acmal stream number 1
Stream flow area = 56.620�Ac_�)
Runoff from this stream l04.Z!1T,(CFS)
Time of concentration 21.51 wiri.
Rainfall intensity 2.031(In/pTr),
Area averaged loss rate (Fm) = 0.115-5r(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2846%
........................................ 4 ..............................
Process from Point/Station 612.000 to PolAt/Station 613.000
**** INITIAL AREA EVALUATION ****
COMMERCIAL oqbarea typeF
Decimal fraction boil gr0up, A = 0.000
Decimal fraction soil gr6up B = 1.000
Decimal fraction soil group C = 0.00o
Decimal fraction soil group D = 0.000
SCS curve number for soil4AMC 2) = 56.00
Pervious ratio(Ap) = G, -j000 max loss rate(Fm)= 0.073(In/Hr)
Initial subarea data:
Initial area flow distan'cA 1000.000(Ft.)
Top (of initial area) eleveLtion = 1058-700(Ft:)
Bottom (of initial area) el:evation = 1053.700(Ft.1
Difference in elevation = 5-OOO(Ft.)
Slope = 0.00500 S(*6)= 0-50
TC = k(O.304)*C(lenqu-ti-3)/(elei.,�r&tion change)1-0.2
:EvXiLimi avma time of concentration = 13.902 mirx-
Rainfall intensity = 2.(&38(Th/Hr) for a 25.o year storm
Effecti-e runoff c * oefficient cwed� for area (Q=KCIA) is C = 0.875
.qLo--�cea runoEf = - 11.541CC7S)
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 ADD21TION ****
,.L,op or street segment el-evation = 105,3.700 (Ft.)
End of street segment elevation = 1051.100(Ft.)
Length of street segment = 330.000(Ft.)
Heiaht! -E ---b above gutter flowline = 8.0(In.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade b�reak = 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 f rom curb to property line = 10 - 000 (Ft.)
Slope from curb to property line (v/hz) = 0.020
... .. . ... ... Z"*-:" -:7' :77- 7- .7' 7 _:7F 7 ... .. . ...... roo ... . . .... .... 777 7 t A' .7 .... . .... . V,.om Nfl.
. ... .... .... .. .. ..... od
-7 . .... ..... . ....... .. ... . ......... .. ...... t 7-i- ... .. .. ... ... .7 -77 -Act -7 .. . .. Of
... . ...... -7 . . .... .. .... .. ... . ..... ... .... _7' -4 -4
W_ Ulf Ld f ..... . SOWN 0-0 .7 7. -4- :1 0091k _T ... ...... . ..... ... ... 7-=7 . ....... .... .. -I .... ... ... . .. OWN ..... . mm _f ... . ..... .... np oft :7.. E_ _.L MAN" ....... . ... ..... 6 _W 'F -r-4 107 108 109. 110 112 113 114 115 1 16 117 �60% go= 116401
70'4!�, 1,00,01
No NO W09%K M11 Y b C--GIYV W r1111V 7//E CC UY rY ccw.5r. 0.00 G coo R obrAlIVING ,.4 E AVI� %J No. %off IS 7(3 Joe CW r/,* -JOS 47 44-L 74/ges_
4b k-)4 CT!PO T
Of - TRU bo -N N
0
4ow son swqpp� 4"m
60ypdm *mom CONSM= 14 X RX.B. PER DgML
CN %I= 9 no 1AIC T 1#;k lei O.I*P
z 0 M - W 0 AM A H= NO. 3 PER LACKID
PM -00-0 =-now �.Wmmmm
cf) uj
-Dlo4
4 sm, uc. No, 2
w w
------- PON rAA(A Nol, 4� VON% ly oo CONSTRUCT JUNMON STRUCTURE NO, I PER LACFCD
WWI= X/ ampam do mwp� -m q� Nows, wer"""I" lqpqewo Mow*, Am"p ND- 2-D189*
Ina 110. 114 Ila\ w 77� _r I 10 , ... . % -mom-do j k - I :nmw� t., "c
w 3: 7a- 4OW 40geo4.0-c =NTMC 7t) 4Z"a a04AMMEN '&%-WV14a 4056404V
4A*41 PAIW ro .45rm . 12 f,
w
w . vwww
mom �-mom ONO& ...... Ole w mommoor A 4acc 01 .0 cn 0 kA E %N V 4 A ck.. 10 %j
Au qul
mom
4944M MARK CITYDF FONTANA 89 --NC" MARK
NO. 535 R.R. SPIKE M. RR AT NX
CORNER OF JUNIPER AV -1. 0
JUR-UPA AVE.
ELEV a 1046.4.4'
OAT -9 12/73
Survoyom 3901 Lim Street R-Iversichk Ca 92501 7W7W4MZ-
Appimba ay: 1WNE—_11'R10E No, 15795 No.
R961STRATION EX-0IISES 6-40- 89
DATE
ENW. APPR A M.. M- ISIONS
%o16AVQ4LAvAJ%.vJ� * w. I rcam LA"fusa
ON &I= 90
401V-6rRZ12�r 1AIL4Cr 7YoP4C.X P.4R AQC7*414
5..q r. a
A1&9rZ'--
TREES WITAIIAI 4W'
Art r47 46E
CITY OF FONTANA CAUFORNIA
PUBLIC 1W,11^%oRK$ D E 'PARTME011T
Bull
TRACT NO.
133�10--..,SOUTH PARK
11;
WIA : I
M. W-91
OFF -SITE
S-FQR.M PJWN PLAN
I
1 =40
;swm-o opy:
-STAo 107+00.00
0 pA, 117+00.00
AoTm
S.D.
-APPROV
.
3 OF 9
4*4
im
7 7
0
A',
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 = 0.446(Ft.), Average velocity =
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
17.312(CFS)
2.750(Ft/s)
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 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 = 1046.000(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 =
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 flow width = 20.000(Ft.)
Flow velocity 3.31(Ft/s)
Travei time = 3.32 min. TC 19.23 min.
31.865(CFS)
3.310(Ft/s)
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
Ef f ective runof f coef f 11cient used for area, (total area with modi f ied
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 ****
Along Main Stream number: I 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)
A
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 cur-ve number = 56.0
8�4
STORM DRAIN ANALYSIS PLUS
Original version by Los Angeles County Public Works
Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989
Version DODDO
Serial Number DDE00000
Jan 2, 2007 16: 4:12
Input file : 1390-D.DAT
Output file: 1390-D.OUT
INPUT FILE LISTING
Tl
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
O.G8
1045.34
90.00
R
1548.17
1044.63
36
.010
JX
1S52.84
1045.15
30 12
.010
2.93
1045.63
53.68
*
1555.29
1045.14
30
.010
45
*
1580.91
1045.29
30
.010
4S
*
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 I
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
CD 60 4 5.00
CD 48 4 4.00
CD 36 4 3.00
CD 30 4 2.SO
CD 24 4 2.00
CD 18 4 1.50
CD 12 4 1.00
I
0 WATER SURFACE PROFILE - TITLE CARD LISTING
OHEADING LINE NO 1 IS -
0 1390 HOME DEPOT FONTANA LINE 'D' HYDRAULICS
OHEADING LINE NO 2 IS -
0 25 YR STORM - DOWNSTREAM WSE 1043.71
OHEADING LINE NO 3 IS -
0 File: 1390-D.DAT
1
0 WATER SURFACE PROFILE ELEMENT CARD LISTING
0 ELEMENT NO 1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
977.58 1040.86 36
0 ELEMENT NO 2 IS A REACH
U/S 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
UIS DATA STATION INVERT SECT LAT -1 LAT -2 N
1358.81 1043.68 36 18 0 .010
0 ELEMENT NO 6 IS A REACH
UIS DATA STATION INVERT SECT N
1375.12 1043.76 36 .010
0 ELEMENT NO 7 IS A REACH
U/S DATA STATION INVERT SECT N
1412.40 1043.95 36 .010
0 ELEMENT NO 8 IS A REACH
UIS 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
UIS 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
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
4S.00
59.88
.00
0
RADIUS
ANGLE
ANG PT
KAN 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
KAN 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
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
UIS 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
UIS 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
U/S 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
UIS 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 1048.85 .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
U/S 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
U/S 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
U/S 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
1042.53
46.2
1:1.46
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 13S.S3
.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
1.7S
.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
1043.56
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 135B.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
SP 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
1.9s
3.00
.00
.00
0
.00
0 .56
.00509
.00168
.00
1.64
.00
0 1412.40
1043.95
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
.0044S
.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
JUMP
.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
11
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 'D1
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 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
OJUNCT STR
.11135
.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 1555.29
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
1.7S
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
1.15
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 1911.54
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
2.5S
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
PAdE
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 (Sump)
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 1 Node #
Area A-1
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:
102
11.73 c.f.s.
0.501
10.75 '
L= 10.00,
H= 0.5246 '
(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 (Sump)
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 2 Node #
Area A-2
Curb Opening (Sump)
Given: (a) discharge Q
(b) 6" curb
Solution:
H (depth at opening)
L = Q/3.087H A 3/2
Use:
Then:
104
5.18 c.f.s.
0.50
4.75
L= 7.00
H= 0.3859
(2" depression)
Penco Engineerinq 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. # 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)
0.50,
L = Q/3.0871-1 A3/2
1.26
Use:
L=
3.50
Then:
H= 0.2524 '
(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 (Sumv)
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 4 Node # 107
Area A-6
Curb Opening (Sump)
Given: (a) discharge Q
(b) 6" curb
Solution:
H (dep�th at opening)
L = Q/3.087H A 3/2
Use:
Then:
4.86 c.f.s.
0.50 '
4.45 '
L= 7.00 '
H= 0.3698 '
(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. # 5 Node # 129
Area A-7
Curb Opening (Sump)
Given: (a) discharge Q 3.63 c.f.s.
(b) 6" curb
Solution:
H (dep�h at opening) 0.50
L = Q/3.087HA3/2 3.33
Use:
L= 7.00
Then:
H= 0.3044 '
(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. # 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/3.087H A 3/2 2.52
use:
L= 3.50
Then:
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:
L= 3.50
Then:
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 (SumR)
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 8 Node #
Area A-10
Curb Opening (Sump)
Given: (a) discharge Q
(b) 6" curb
Solution:
H (depth at opening)
L = Q/3.0871-1 A3/2
Use:
Then:
202
1.55 c.f.s.
0.50
1.42
L= 3.50
H= 0.2740
(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 (Sum2)
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.
(b) 24"x24" Grate
Solution:
Total Perimeter of Grate 8.00
Percentage of Opening (E) 0.50
Water Depth
H = (Q/3.087*L*E)A2/3 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 (SumR)
Project Name: Home Depot, City of Fontana
Street Name: Santa Ana Avenue
C.B. # 10 Node # 120
Area A-5
Grate Opening (Sump)
Given: (a) discharge Q 5.97 c.f.s.
(b) 24"x24" Grate
Solution:
Total Perimeter of Grate 8.00
Percentage of Opening (E) 0.50
Water Depth
H = (Q/3.087*L*E 2/3 0.62
7.39
Table
Rating Table for Circular Channel
Input Data
Project Description
Project File
untitled.fm2
Worksheet
HDPE Pipe Capacity
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
Constant Data
24.00
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)
(ft/ft)
(ft)
(Cfs)
(ft1s)
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
07105/06 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
Rating Table
Channel
Diameter Slope Depth Discharge Velocity
(in) (ft/ft) (ft) (Cfs) (ft/s)
18.00
0.015000
1.50
16.72
9.46
18.00
0.016000
1.50
17.27
9.7T
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
07/05106
FlowMaster v5.13
03:46:17 PM
Haestad Methods, Inc.
37 Brookside Road
Waterbury, CT 06708 (203) 755-1666 Page 2 of 2
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 ft/ft
07/05/06 FlowMaster v5.13
03:47:18 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of I
i1=1111
HDPE Pipe
Worksheet for Circular Channel
Project Description
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
Wetted 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
ft/s
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
07/05/06 FlowMaster v5.13
03:47:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page I of I
HDPE Pipe
Worksheet for Circular Channel
Project Description
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
Percent Full
100.00
Critical Slope
0.005025 ft/ft
Velocity
6.62
ft/s
Velocity Head
0.68
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
22.37
Cfs
Full Flow Capacity
20.79
cfs
Full Flow Slope
0.005000 ft/ft
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
Fiberglass
Oil Baffle
Outlet Pipe
Ct Separation Screen
& Sump Access
CL MH Riser Stuck
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. riser section)
Inlet
Separation Chamber Component
Approx. Wt. = 3900 # (Typ.)
Inlet Pipe
Separation Screen
Separation Chamber Component
Approx. Wt. =
1950 # (1.5 ft. riser section)
2600 # (2.0 ft. riser section)
3250 # (2.5 ft. riser section)
3900 j (3.0 ft. riser section)
Separation Slob,
'----�Approx. Wt. = 2150 #
Sump, & Base
Approx. Wt. = 4800 #
DATE SCAI-E
01/10/02 N.T.S.
CDS MODEL PMSU20-25 I DRAWN J.S.F. SHEET
eTECHNOLOGIES . TYPICAL ASSEMBLY APPROV. R. HOWARD 1
PLAN VIEW
60- ID MH,
(6'-0- OD) OIL BAFFLE
0 >
004
0000
0 0 0 0 *
* 0 0 0 0
00000
o o * o o
000000
* 0 0 0 0
0 0 * 0 0
0000
0 0
FLOW Ct PIPE
4
& MH
Q 0
0000
* * 0 * 0
000000
00000
0 000
PIPE_y 0 0 0 PIPE
INLET 00 00 OUTLET
FIBERGLASS INLET
& SEPARATION RISER 24"0 MH COVER AND
FRAME, TYP. OF TWO
NOTE:
THE INTERNAL COMPONENTS ARE- SHOWN IN THE RIGHT-HAND
CONFIGURA11ON-THESE COMPONENTS MAY BE FURNISHED IN THE
MIRROR IMAGE TO THAT SHOWN (LEFT-HAND CONFIGURATION).
r
CDS MODEL PMSU20-25
1.6 CFS TREATMENT CAPACITY
STM. WATER TREATMENT UNIT
JOB# 1 '=2'
PROJECT NAME DATE: 12/30/02 SHINT
:DRAWN: 2
CITY , STATE W. LORSCHEIDER
eTECHNOLOGIES I Apppnv
SECTION B -B
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 PROVIDED TO ACCOUNT FOR DIFFERENT
PIPEWALL THICKNESSES -ENSURE SUFFICIENT EXCAVATION DEPTH
TO ATTAIN (EXTERNAL) SUMP [WERT ELEVATION (SEE SHEET 3).
CDS MODEL PMSU20-25
1.6 CFS TREATMENT CAPACITY
STM. WATER TREATMENT UNIT
bL;p4-t
JOB# 1"=2#
TM PROJECT NAME DATE: 12/30/02 SHM
:CTECHNOLOGIES CITY, STATE I �DRAWN: W. LORSCHQDER� 3
Apppnv
ACCESS RISER,
CENTER OF MH
5'-0" I.D.
RISER SECTIONS
CENTER OF SCREEN &
21"0 SUMP OPENING
ATTACH SIDE AND BOTTOM
FLANGES TO WALL OF MH
CORES PROVIDED
RISER USING ANCHOR BOLTS
BY PRECASTER
(6 MIN), SUPPLIED BY CDS.
(SEE NOTE #3)
IV
I.-,
I.,
FLOW
ri
1 2pp
PIPE
INLET 3
PIPE
OUTLET
OIL BAFFLE
ATTACH SCREEN TO SLAB
USING 4 ANCHOR BOLTS,
SUPPLIED BY CDS.
STAINLESS STEEL
SEPARATION PLATE
25"0 SEPARATION SCREEN,
SEE NOTE #2 BELOW.
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 PROVIDED TO ACCOUNT FOR DIFFERENT
PIPEWALL THICKNESSES -ENSURE SUFFICIENT EXCAVATION DEPTH
TO ATTAIN (EXTERNAL) SUMP [WERT ELEVATION (SEE SHEET 3).
CDS MODEL PMSU20-25
1.6 CFS TREATMENT CAPACITY
STM. WATER TREATMENT UNIT
bL;p4-t
JOB# 1"=2#
TM PROJECT NAME DATE: 12/30/02 SHM
:CTECHNOLOGIES CITY, STATE I �DRAWN: W. LORSCHQDER� 3
Apppnv
SECTION A -A
ELEVATION VIEW
CL RISER
SECTIONS
24"0 MH COVER AND SEPARATION GROUT AND/OR GRADE
FRAME, TYP. OF TWO SECTION RINGS AS NECESSARY
RIM EL=X.XX'
VARIES
lo"
DEPTH
1rE VARIES PIPE FIBERGLASS PIPE PB
4, INLET RISER & INLET LET IS4�1
INV EL=X.XX'—
ENSURR CORRRCT rn "-2" TYPICAL,
DEM BEWW PIPE
RRM FOR PROPn 25"0 SCREEN, SEE NOTE #1
UNrr DWAUATION. (SEE NOTE 2)
(SEE NOTE #1). W"
21"
DEPTH BELOW
�LOW
INLET INVERT 6'
D I 1/ -PLATE DTL, \—INTERNAL
I SEE SHT. 4 SEPARATION,
24" SUMP SLAB
SUMP EXTERIOR i o"
EL=—X.XX'
L—6'-0'
1. OVERSIZED CORES ARE PROVIDED TO ACCOUNT FOR DIFFERENT
PIPEWALL THICKNESSES -ENSURE SUFFICIENT EXCAVATION DEPTH
TO ATTAIN INDICATED (EXTERNAL) SUMP INVEffr ELEVATION.
2. FOR PROPER INSTAL.LATION, GREEN FLANGE ON SCREEN FACES UP
AND FASTENS TO FIBERGLASS CYLINDER FLANGE; RED FLANGE
FASTENS TO SEPARATION SLAB WITH PROVIDED ANCHOR BOLTS.
CDS MODEL PMSU20-25-
1.6 CFS TREATMENT CAPACITY
STM. WATER TREATMENT UNIT
SCAU
JOB# 1:30
T M PROJECT NAME DATE: 12/30/02 SHEET
CITY, STATE DRAWN: W. LORSCHEIDER 4
TECHNOLOGIES I IAPPROV. I I
11 GA. STAINLESS STEE
SEPARATION PLAT -(OPTIONAL)
NOT TO SCALE
rt RISER
SECTIONS
DEPTH
VARIES
6' -3 -
DEPTH
BELOW
PIPE
INVERT
TYPICAL)
,.- ATSTRUCTION NOTES: 1 W-0- 1
.w.,r%PPLY BUTYL MASTIC AND/OR GROUT TO 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 FLOWLINE 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 SUPPLIED BY CDS TECHNOLOGIES).
5. FASTEN FIBERGLASS CYUNDER/INLEr 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-(HIARDWARE
SUPPLIED BY CDS TECHNOLOGIES).
6. CENTER SCREEN ASSEMBLY OVER SUMP OPENING AND POSITION FIBERGLASS INLET AGAINST RISER WALL WITH INLET
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 CIDS 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).
8. BLOCK AND/OR GROUT TO MATCH FINISHED GRADE ELEVATION AS NEEDED.
I e^AIT-
::CTECHNOLOCIES
PMSU20-25
CONSTRUCTION
NOTES
DATE SHEET
)RAWN 5
APPROV.
AMIN.
CULTE&!
878 Fedeml
POB
, =980CT 06804
PREPARED FOR:
Tessie Barriga
PENCO Engineering
One Technology Park
Irvine, Ca.
949-753-8111
949-753-0775
ENGINEER:
f --;. —.' -
,1101% 1
PR '6
11: A 1 17
VAM.M. ZOM
CULTEC STORMWATER DESIGN CALCULATOR
FOR RECHARGER V8 CHAMBER SYSTEM
PROJECT INFORMATION:
Home 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 HVILV
Length of HVILV V81 Length of Width of Additional
Design Unit
Chamber
Design Unit
VS Starter or
Intermediate Center Recharger V81 Stone on Sidewalls
Design Unit Depth of
Width of
Design Unit Volume of
volume
Volume of Stone
Width of Stone
End Unit (ft.)
Header (ft.) Intermediate Outside of Design
Chamber (ft.)
Chamber (fL)
Chamber (cu.fLIft.)
(Cu.ft/ft.)
on Sidewalls
on Endwalls (fL)
Unit ft) Unit (ft.)
(cu.fLfft)
4.583333333
3.333333333 7.5 0.75
3.833333333
5
13.02646667
8.933
1.15
1
System Parameters: Please rig in your Information.
Storage required cu.ft. Will the bed require a header running through the center of the bed? (1 =Yes, 0 = No)
Desired Bed Width ft.
Will this bed fit within your workable footprint? If no, plasse after ft Desired Bed 144dth parameter above.
61.5 feet wide by 146.17 feet long
Cakulations:
# of Rows = (Desired Bed Width ft. - (2 Sides * Add. Stone on Sidewalls ft.)/Design Unit Width ft)
65 2 0.75 1 5 12.7
= 1 12 rows
# of HVLV V8 Units Required per Design = # of Rows * 2 Ends
12 2 + 12 0 24 �cs
Lineal Feet of HVI-V V8 Units per Design ft. = # of Pcs * Length of HVLV V8 ft.
24 4.5833333
= 1 110 �feet �
CULTEC
C-W19M (C) 20CM CULTEC, 1— M RWft R�.d. P." I C,.Md 0.: WIMM
1 2 1 a
I A 1 5 1 6 1 7 1 1
i 9 1 1. I 11 1 12 1 13 1 14 1 15
— __ - — ___
CULTEC RECHARGER V8 SYSTEM
A
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 9'COVER MIN.
CULTEC RECHARGER V81
CRUSHED STONE
FILL 4 OZ. NON -WOVEN FILTER
AS MIDDLE SECTIONS
FABRIC ALL AROUND STONE
I Z MAX.
'X"
12" MIN.
WMIN.
34'
91 MIN.
X�.
X,
f j iz,
TYP.
L 60"
CENTER TO CENTER
GENERAL NOTES
RECHARGER V8 AND HVLV V8 BY CULTEC, INC. OF BROOKFIELD, CT.
STORAGE PROVIDED = 13.03 CF/FT PER DESIGN UNIT.
ALL RECHARGER V8 AND HVLV V8 CHAMBERS MUST BE INSTALLED
IN ACCORDANCE \NITH ALL APPLICABLE LOCAL, STATE AND FEDERAL
REFER TO CULTEC, INC.'S
CURRENT RECOMMENDED INSTALLATION GUIDELINES.
REGULATIONS.
CULTEC, Inc.
PH: (203) 775-4416
m
CULTEC Contactor@) and RechargetO
P.O. Box 280
PH: (800) 4-CULTEC
C_
Plastic Septic and Stormwater Chambers
878 Federal Road
FX (203) 775-1462
DATE
SCALE
FILENME
Brookfield, CT 06804
USA
www.cultec-COM
CULTEC
OW2M
N/S
R -V8 TYP XSECT
�
I—L
I I 1 5 1 1
1 . j ....
I I 1 10
11 1 .� I � �
CULTEC, Inc.
PO Box 280
Brookfield, CT 06804
PH: 203-775-4416
FX: 203-775-5887
www.cuftec.com
1 7 1 1 1
CULTEC RECHARGER V8 INTERMEDIATE
A
MODEL V8 INTERMEDIATE
— — —
SMALL RIB LARGE RIB
o o o o o o o o o o
o o o
T I
54"
a o o o o o o
6'-12" D [A.
INSPECTION PORT
8'
7.5'
34"
0 0 0
F
L
0 EIL
42"
L -SMALL RIB
CULTEC RECHARGER V81 CHAMBER STORAGE 8.933 CF/FT
ALL RECHARGER VS 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 Contactor@ and RechargerO
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
I www.cultec.com
CULTIEC
1/11/06
N/S
R-V813V
1 16
CULTEC, Inc. PH: 203-775-4416
PO Box 280 FX: 203-775-5887
Brookfield, CT 06804 www.cuftec.com
b
MODEL VEIR STAND ALONE
SMALL RIB
LARGE RIB
n
n
MODEL V8S STARTER
SMALL RIB
LARGE RIB
I n
n
1
SMALL
CULTEC HVLV V8
55"
61.1
CULTEC HVLV V8 CHAMBER STORAGE = 8.933 CF/FT
MODEL V81 INTERMEDIATE
SMALL RIB
LARGE RIB
n
n
MODEL WE END
SMALL RIB
LARGE RIB
I n
n
19- ry A DenoT
LARGE RIB
CULTEC, Inc. PH: (203) 775-4416 VTIVI CULTEC Conlaclor@ and RechargerlD
P.O. Box 280 PH: (800) 4-CULTEC Plastic Septic and Stormwater Chambers
_ W
878 Federal Road FX (203) 775-1462 DATE SCALE File Name
Rre-%nk-fidniti r.T ORROA I IRA WWW.CUlteC.COM CULTEC 1 /11 /06 1 N/S HVLV V8 3V
CULTEC, Inc. PH: 203-775-4416
PO Box 280 FX: 203-775-5887
Brookfield, CT 06804 www.cuftee.com
CULTEC HVLV F110 x 2 FEED CONNECTOR
1 21"
MODEL F110x2
LARGE -RIB SMALL RIB
27.5"
C
17"
27.5"
CULTEC HVLV F1 10 x 2 CHAMBER STORAGE 1.968 CF/FT
ALL HVLV F1 10 x 2 UNITS ARE MARKED WTH A COLOR STRIPE FORMED INTO THE PART ALONG THE LENGTH OF THE CHAMBER.
CULTEC, Inc. PH: (203) 775-4416 Tm CULTEC Contactor@ and RechargerO
P.O. Box 280 PH: (800) 4-CULTEC Plastic Septic and Stormwater Chambers
878 Federal Road FX (203) 775-1462 DATE SCALE I Title
Brookfield, CT 06804 USA, www.cultec.com 1/6/06 NfS HVLVFllOx2 3V
I I I I � I I I . I 1 11 11 1 16
CULTEC, Inc. PH: 203-775-4416
PO Box 280 FX 203-775-5887
Brookfield, CT 06804 www.cultec.com
CCULTEC RECHARGER V8 INTERMEDIATE SPECIFICATIONS
CULTEC
General
CULTEC Recharger V8 chambers are designed for underground stormwater management. The chambers may be used for retention, recharging, detention, or contmlling the flow ofon-site
stormwater runoff.
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 packages and to purchase product.
3. The nominal chamber dimensions of the CU ILTEC 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.ftJft.
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 fibs, 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 unifs core to promote
infiltration/exfifttion.
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 CU LTEC'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 integrally 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
CCULTEC 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 VSS and HVLV V8E units are required to be used
as the starter and ending sections for Recharger V8 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 padkages 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 CU LTEC HVLV F1 10 feed connector shall be 18 inches tall, 27.5 inches wide.The HVLV F1 1 W is 21 inches long, HVLV F1 1 Ox4 is 42 inches
long.
5. The nominal storage volume of the HVLV V8 will be 8.933 cu.ftJft.
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 -9001:2000 certified facility.
8. Chambers are manufactured with an open bottom and integrally formed end walls,
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 CULTEC 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 formed 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 WE 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.cuftee.com
INCREMENTAL STORAGE VOLUME FOR CULTEC RECHARGER V8
STORMWATER SYSTEM
The following information is based on a CULTEC Recharger V8 Stormwater System with these parameters.
61.5 feet wide by 146.17 feet long Stone void = 40%
The system includes the following components:
24 pcs of HVLV V8 1730 feet of chamber
216 pcs of Recharger V81 Intermediate
ELEV. PER INCH
TOP OF SYSTEM
Chamber Volume
per Inch
Stone Volume per
Inch
Cummulative
Storage per Inch
UJI
8
on
<
W
z
0
46
6
0.00
299.64
299.64
45 5 0.00 299.64
299.64
44 4 0.00 299.64
299.64
43 3 0.00 299.64
299.64
42 2 0.00 299.64
299.64
41 1 0.00 299.64,
299.64
X
LU
<
X
0
0
W
40
34
15.57
293.41
308.98
39 33 29.41 287.88
317.29
38 32 105.53 257.43
362.96
37 31 200.68 219.37
420.05
36 30 257.77 196.53
454.30
35 29 299.29 179.93
479.22
34 28 333.89 166.09
499.98
33 27 363.30 154.32
517.62
32 26 389.25 143.94
533.19
31 25 411.74 134.95
546.69
30 24 432.50 126.64
559.14
29 23 449.80 119.72
569.52
28 22 467.10 112.80
579.90
27 21 480.94 107.27
586.21
26 20 493.05 102.42
595.47
25 19 505.16 97.58
602.74
24 18 515.54 93.43
608.97
23 17 524.19 89.97
614.16
22 16 531.11 87.20
618.31
21 15 536.30 a5.12
621.42
20 14 541.49 83.05
624.54
19 13 546.68 80.97
627.65
18 12 548.41 80.28
628.69
17 11 551.87 78.89
630.76
16 10 569.17 71.97
641.14
15 9 584.74 65.75
650.49
14 8 586.47 65.05
651.52
13 7 586.47 65.05
651.52
12 6 588.20 64.36
652.56
11 5 589.93 63.67
653.60
10 4 591.66 62.98
654.64
9 3 593.39 62.29
655.68
8 2 602.04 58.83
660.87
7 1 631.45 47.06
678.51
Uj
0)
<
CD
Uj
z
0
I-
co
6
6
O.DO
299.64
299.64
5 5 0.00 299.64
299.641
4 4 0.00 299.64
299.64
3 3 0.00 299.64
299.64
2 2 0.00 299.64
299.64
1 1 0.00 299.64
299.64
��o 1 0 0.00 0.00
0.00
BOTTOM OF SYSTEM
I
15454.09[
7601.88
cu.ft.1
23056
Cum
j
CULTEC, Inc.
PO Box 280
Brookfield, CT 06804
PH: 203-775-4416
FX: 203-775-5887
www.cuftec.com
Created on. 81712006
CULTEC STORMWATER SYSTEM
SOFTWARE DISCLAIMER
CULTEC STORMWATER DESIGN CALCULATOR
The successful application and use of this softwere product is dependent on the application of skilledengineeringiudgment supplied by the user andlor their consultant
The user of this software must select input values suitable to describe their specific engineeting situadon.
The inthrmation presented In the computer output is for review, interpretation, applicallon, and approval by a qualified engineer who must assume full responsibility thr ved&ing that all output is appropriate and correct.
Any impled or expressed warrandes covering this software program or user manual Jinkiding warrandas of merchantability or fitness for any particular purpose am expressedly excluded
CULTEC, Inc. and any of its affiliates shall not be held #able for any special, incidental, consequential, indirect or other similar damages resuffing from the use of this software.
Use of this program constitutes acceptance of Itis liability agreement by the user.
This calculator program is for estimation purposes only and should not take the place of a comprehensive engineering desfgn.
AN calculations take into consideration a 1'stone border at 40% volume capacity surrounding bed.
Reconfiguffng the bed layout may eftct 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 for further assistance.
Copydght 2006 CULTEC, Inc. Aft lights reserved.
Distr7byled by.
CULTEC, Inc.
878 Federal Road
PO Box 280
Brookfield, CT 06804
Phone: 203-775-4416
Phone: 800-428-5832
Fax: 203-775-1462
Website: www.cultec.com
Email: custservice@cultec.com
AT "T,
ly
ell
0s,
""A
0
71
" er.
COyn94 ?Dn CULTM fr�.'Afl 9�qhLsm�ejved� Setbdtc. —tct.al�
�V LJ41 0),azz 6 1� d
ase use the following list to ensure you have the required
-laterials 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 NID. 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:
These instructions are for single -layer applications only. For multi -tier applications,
itact CULTEC.
�1) 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.
50 System cover/backf ill 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.
Filter fabric must be used as specified in the engineer's drawings.
(A) CULTEC requires the contractor to refer to CULTEC's Installation Instructions Tables 1 - 6
shown on pages 8 - 10, concerning vehicular traffic. Responsibility for preventing vehicles
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 Warning Tape
recommended. For Acceptable Vehicle Load information, refer to Tables 1 and 2 on page 8.
90 Erosion and sediment -control measures must meet local codes and the design engineer's specifications throughout
the entire site construction process.
0) 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).
For information regarding the installation of CULTEC chambers, accessories, warranty or other questions, contact
CULTEC at (203) 775-4416 or visit www.cultec.com.
V2,
For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
"�_J Ij V E Z�x
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
Back -filling Requirements ................................................................................................................................ 7
AcceptableVehicle Loads .............................................................................................................................. 8
AcceptableFill Materials .......................................................................................................................... 8-9
AcceptableFilter Fabrics ............................................................................................................................ 10
Paved, Traffic Installation Minimum and Maximum Fill Requirements .................................................... 10
OurWarranty ................................................................................................................................................ 11
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
N��W3 CULTEC
For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
E �f�`d Y 8
� Preparation and Excavation
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.
3) Prepare -the sub -grade soil for the chamber bed as specified by the
engineer's drawings.
C4) Place CULTEC No. 410 non -woven filter fabric (or equivalent — see Table 5, page 10 for acceptable filter fabrics) over the
prepared sub -grade soil. Overlap the filter fabric by at least 24 inches where the fabric edges meet.
Place filter fabric around the excavated bed bottom and perimeter as specified by the engineer's drawings.
NOTE. 0--abtic is required over the system's top after six inches of stone has been p/aced 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.
C7� Using a vibratory roller, compact the stone with full dynamic force applied to achieve a flat surface.
Recharger' V8- Intermediate End Detail and Installation Information
Large Rib
End Detail
Small Rib
End Eatail
rvlode,l I - Intermediate UnR
Recharger"I 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"Vl3T" Header System End Detail and Installation Information
Large Rib
End Detail
Small Rib
End Detail
'6�w
Ai%�
Model R -
Stand Alone Unit
10ode!_"- Starief Unit
el I - Intermediate U
nit
J19 odel E� End Unit A I � � &I ka
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 Recharger8
V8- chamber bed.
Model E is an end unit. They are used to end a run
of Rechargerl V8- chambers.
WRAIIWMIW��*_ P
For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
E- PCI U ��l H E
"-',,ULTEC Chamber Specification Information
RECHARGERD V8- HD 34" 54" 6011
HVLV" V8'"HD 3411 5411 6011
HVLVT" F- 110- H D 1711 1811 NA
Also 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.
Chamber Preparation and Installation
Cultec Recharget' 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' V8- and HVLV" V9"
Option I
Place one Starter Unit with an HVLV'" V8
Model S as designed for each row of units to
be installed.
Place middle chamber (Model 1) Rechargerl V8-1
so tne 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,
�3)To ease backfilling requirements, only install as
many middle chambers as the stone -laying
bucket or conveyor can reach.
�4) 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 (Rechargerl� V81), until the last unit in the row is to
be placed, at which point the HVLV" VVE chamber is used to end the line.
�b) 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 E:
n CULTEC
A _idw_ �Iaamwfiw_ a" -
For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
REV FWT3
§
Jk
)ical installation methods for CULTEC Recharge' V8` and HVLV' V8Tm (continued)
uption 2.
Hdd.n End
Start each line with an HVLV" V8"S (Model S).
-jig
(0� Dinnn rnirlrjlj� chamber tModel 1) Recharner") V8-1 so thp
directional arrow located in the center of the units pc
downstream towards the end of the line. Overlap thE
end rib over the small rib of the preceding chamber'!
interlocking the chambers together. Note: When plac
chambers take care to maintain center -to -center
separation requirements, measuring from the base
of the chamber. I
Use HVL-V'rm V81 (Model 1) where header is required
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' V81 ), until the last unit in th.e 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
Backfill 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.
.iLTEC 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
storie placement.
With both stone -placement methods, ladling the stone carefully over the chambers' centers will secure them in place.
Evenly disthbuting 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.
P,!�Peat 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
rnbers in place as specified by the drawings.
iT 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.
;tJ
Backfilling Requirements
Place the stone over the entire bed area as described in previous section
(see Tin 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.
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.
�3) 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 1:2,000 lbs and a maximum dynamic force of 20,000 lbs.
11 Nn illustration on page 9) in 6 -inch
(A) Backfill over the chamber bed (see (-A--,
mw:imum 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.
�b) 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.
q�V_X_V�W,�K ey_v, C T
_��,OWNWMC UL EG
For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
LGP D'S
30L
R Ato
rm L
,le 1.
Maximum allowable axle loads for wheeled vehicles at various cover depths
6 8,000
12 16,000
20 with pavement 32,000
26+ without pavement 32,000
,All dump truck and all wheel vehicle travel exceeding maximum loads allowed are strictly prohibited and will void the warranty
'Table 2.
Maximum allowable ground pressures for various vehicle track widths and fill depths
Ground pressure is vehicle operating weight divided by total truck contact area for both tracks. Turning should be kept to a minimum. Uall Uut LU, inc.
at 203-775-4-116 or visit www.cultec.com for examples of allowable tracked vehicles.
Ull
W,�
sk� N,
W,
Criteria for acceptable 1 - 2 inch washed, crushed, angular stone
Acceptable I Angular
Subangular
Unacceptable I Subrounded
Rounded
Stones have sharp edges and relativ* plane sides with
unpolished surfaces
Stones are similar to angular description but may have
slightly rounded edges
Stones have nearly plane sides but have well-rounded
corners and edges
Stones have smoothly curved sides and no edges
NOTE: See Cl) and 0 of Table 4 for additional stone requirements.
Aff U
_,w
For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
AU �h, fiffERU'liL,
'M ISR
�4_ 0_7 ffs Sq
Table 4.
Acceptable fill materials
PLEASE NOTE: The listed 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 HVI2V V8
CULTEC RECHARGER V8
HE
1-2 INCH WASHED,
CULTECHVI_VF110X2 CRUSHEDSTONE
PAVEMENT (PER ENGINEERING DRAWINGS)
95% COMPACTED FILL
4 OZ. NON -WOVEN FILTER FABRIC
F—ALL AROUND STONE
12" MIN.
_)k 6" M1N
Y
34'
CHAMBER
HEIGHT
6" MIN
4 12 " �_ 60" 54"
TYR �_CENTER TO CENTER4 �_CHAMBER WIDTH4
AX. C U LT E C
For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
Foundation Stone Washed, crushed 4, 5,56, 57, 467 Per engineer's Plate compact or
below chambers - 6" stone with the drawings roll to achieve a
minimum base required majority of particles 95% Standard
per engineer's drawing between 1 " - 2" Proctor density
Embedment Stone
Washed, crushed
4,5, 56, 57, 467
Per engineer's
No compaction
surrounding and to a
stone with the
drawings
required
6" 0evation 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
to 18" elevation
soil/aggregate
56, 57, 67, 68, 78,
Group A-2
to a -minimum 95%
above chambers -
mixtures, <35% fines
89,467
Group A-3
Standard Proctor
refer to Table 6 page 10
dens4. Roller gross
for proper chamber
vehicle weight not to
model minimum
exceed 12,000 lbs.
fill requirements
Dynamic force not to
exceed 20,000 lbs.
Fill material from
Any soil/rock
Per engineer's
Per engineer's
Prepare per
18" to grade
materials, native soils
drawings
drawings
engineers drawing.
above chambers -
or per engineer's
Paved installations
refer to Table 6 page 10
plans. Check plans
h strict
ay. ave,.,
for iproper chamber
for pavement sub -w
rhateda and prepa
model minimum
grade requirements.
ration requirements
fill requirements
PLEASE NOTE: The listed 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 HVI2V V8
CULTEC RECHARGER V8
HE
1-2 INCH WASHED,
CULTECHVI_VF110X2 CRUSHEDSTONE
PAVEMENT (PER ENGINEERING DRAWINGS)
95% COMPACTED FILL
4 OZ. NON -WOVEN FILTER FABRIC
F—ALL AROUND STONE
12" MIN.
_)k 6" M1N
Y
34'
CHAMBER
HEIGHT
6" MIN
4 12 " �_ 60" 54"
TYR �_CENTER TO CENTER4 �_CHAMBER WIDTH4
AX. C U LT E C
For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
14 ��F'L-EMFABMCS
L L
)le 5.
CULTEC No. 410" Non -Woven 4 oz. Filter Fabric Specification Information
Grab Tensile Strength
ASTM -D-4632
90 lb.
Grab Tensile Elongation
ASTM -D-4632
50%
Mullen Burst
ASTM -D-3786
2225 psi
Puncture
ASTM -D-4833
65 tbs.
Trapezoid I ear
ASTM -D-4533
45 tbs.
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'
Substitutions must meet or exceed these minimums
FOrRITRAFFIC INSTALLATIONS
Table 6.
Minimum and Maximum Fill Requirements (see Figure 1 on page 9)
Refer to Table 3, Table 4 and Figure I on page 7 for acceptable fill requirements.
For information contact CULTEC, at (203) 775-4416 or visit www.cultec.com.
VM
73-T
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 (10) 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, P.O. Box 280, Brook -field, 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 NOW
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 3, 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 DETERMININGTHE 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.
E:
CULTEC
wswnlv 71_1Z_X_1_1M=11�P"M�__0X
For information contact CULTEC at (203) 775-4416 or visit www.cultec.com.
CULTEC
Chamber of Choice'"
CULTEC, Inc.
878 Federal Road * PO Box 280 a Brookfield, CT 06804
Phone: 203-775-4416 a Toll Free: 800-4-CULTEC o Fax: 203-775-1462
Web: www.cultec.com * E-mail: custservice@cultec.com
Protected Dy 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 B1.
Other U.S. and Foreign patents. Other U.S. patents pending. RECHARGER', 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 time without notice at CULTEC's sole discretion. 0000000-06
P, qrze t * ZPARAT
T;
r.."i rEcull S 5 1 r,
/*
E-4
;4
z
P4
741k
z
SANTA ANA AVENY c SANTA ANA AVENUE
109.0
S S
4 _EL_ r" ---------- Fl� . ( - - - -:= - �- ---------
-E -, !F ir 'IE I r
F VEPASW*E R? ,!.IE PER SENRA
On 423 10, rc =6.19 min sy PLA111%, STaT PLI&I %Vdi "4; ":P 1717 Q
Qz =4.23 fi� rc =613 oke r i; 11 61 X el 61,1v, Ic - Rlvt �0 118.51
61-23 X
60Z4 r k
61.50 FL
wmwftw� EL: 62.49
%
S2.51 TC
000117
I fii.�N Fi-
jQj
7
0
C11
0'r
Of
-Z7
-- 777777 777 7 �C_
_v OF SWPE 7 7 77., fz� .11, u7r$, c4T,_ TOP OF [Lapf;
EL�572' nk, - - - - - - - - 4
N)
TQF'Or
EL -56.10 FLOW UNE
EL" 70231"""' iir
PC
y
OF
w'=t.6&*4c 443 din I-Tf,11� OF 1WIPE
- - - - - - - - - - -
7-1- v L- - - ---
ST
EL
EL
F
0 prp.;3rPrRA1V
FA 1k WEET KRIS
ta;f w
oll
57EN WAU
i -S
Nis,
C)
4� jlg�
M1 ------ - i) *i. 1!�p I , 61-49 L
L=47A 0 r
7 -
EL 56 00
4 ry
c(s, Tc =5.1 0
y3
=132 ctso T =5 I(
5
*11.20 cis =5.64 dIn -Z� -wTL
=2.79 ds, Tc =5M Te I
10.0 -qj'=jw " 4 04 min �s 5 �771 1 �7.4 r5 4W, ol
Us -'�UU A Tc =5,59`KM PAII= uiJo KKS "T ArW E
EL 57.03 4�
L J,
H 4' GRWWE 60M
7
0 16-
b
21 =1.17 ch Tc =7.18 min
_L 8. 7
50. 3 5
'7n*7 n /*#B - �3
=035 cls, Ic =7.16 min /-80.0*1 0 N
;_1 207.0 1\ 6-2
.12 PE AjIATE
L-4At- V j
M.0 ic
i -C J_
0.25
fs - Tc =6.27 in 0 < - * - 7i?
0.27 EL 57.03
\T w M ��L^j
V" 1;0-;� R
R
EL 0 Q25 .08 cfs, Tc 4.85 I'M*
I 57ogd v
4. P k-9.3
n Qw =1.33 Os, Tc -
X
>
1209.0
i, \�* - - __ - , 1. %N ..i. - 1.41 Oil %Afleal'
51.,11 1r,
TIT TL_
EL 57.98 INSIDE FENCE AREA: 34,248 SF %cc
EL 57.
OUTSIDE COLUMN AREA: 34,715 SF TC .42.10
Tvj 11R.10
Qv N
A
60
M-01
F,'
%
U -j M7
T1.
7.0
Zl,
744 -
TQ (4- V,
F. C-9 7�
EL 73.00 EL 74.00
EL 46.93 EL 75.84 413 mm o
=1.51 cb Tc =7.28
min I - �12
A
=6 LA79* .a 416 di, 1144. 73 mn jq�
EL .83
M.
L=41 vl%g
=1.22 cfs Tc =7.28 min
k�. �35
L
A
L= 142'
av� o ss,� e a a e Nmw 4 aw.41
2,
ii n
BUILDING 2
1W,629 SF FS 7
"117'
or
EL 46 77 VESTIBULES .373 SF
%
-91( ds, Tc =6.564 -219.01 TOTAL BUILD 3 1 456 SF
EL 73.00
1.471 EL 50.50
Tc =6.61.�
X 56.8
's
=030 d; Tc =5.00 min FF= 1 6=133 *'Tc =5.00 0 A16
I 1 4"
Qa =1.40 cN I c c -6.w rmn
LF
=ux- ctso Ic =D.W min -S jb^ T" f
IV, Ito
06 IL
-0
1119.01
iq S! PA-9ATI:
A8 n \N kPb
45.47 11 EL 56.00 rA "4
EL 57 .37 Tc .4. 9 0 A " nfu
4n.
7*1
p
10=10.13 ds, Tc __6.
0.2�1
FS
EL 73.00 .16 *9 6%, JE1
=8.19 cis, ]c =6A. uv 0 T
c== c== 4=== In==
-0.98 ck Tc =6.44 mul rL
=039 cf3l Ic 4" min 221.0L Ii.0
.0 c== N c== c=
V
43 �
EL - .73
EL 55.61 10e
117.0
ss a =woe . . ........... .
-c:a r_
r4-7: W9
�5
7Z dso Ic -
=w ctst Ic r7 EL 73.0
6 =138 cf� Te 4.04 A-
Qz =1.44 cts, Te --5.04 dn L=4 -Atk I
L=1 51 %
I - 00
v b" 22
PER %PAVJE
-5 SUET PUk.4c
EL 4524 V) -11,
L227.0 11.W
226.01--- 1 �E
EL
40 j I
�n FS $4.5
Qu=12.47 c I ; 9 "_ min
As, Te =5.68 .33
1) =in (M ma Ft. ---h 11 fit ") I R 471t -
- I , X r^ 11 . I -
B.10
ILL 0 UO EL 73.00 %
Qq =1.08 ds, Tc =5.00 m 1211.0 A2
4
WX -u.uu 1,148 is, --v.vv Mill A I :s[,
5
F CC:
U. EL 76.10
T-
EL .44.97 L= 155' % Ic =5.91 E� 58. 5
a a M
-L=- 41- Lk:1 17
L= �171
L4a-cfsj
10k
135.0
B-9 10
k
4c
100� 0.19
_z
=UM cts, Ic =b.W min 0010 's, =7. 10 ALa mob
>
_t AS
L
122.0
301.0
in
114
Ic
=139 6, Tc Its
PAD= it 0 i.00 min
.000, 34.0 8 EL 73.00 000
L, 43965/" z
EL 75.76 =1.45 A Tc =52 miln
6=57.1&4 Tc =7.61 min BUILDING Z02,629 SF
"Q -r=46.17 Mg it =7.65 min t
x 11111111111w 31
2,373 SIT PICK-UP
J
e %
TOTAL.Q I
_8
rB 174. 44).
Lr,
0.20
EL 76.50 71W
126.(
4- ov� . . --' I I P / 1 4,
?c
1=175 0, low- L=41
0
q. J -0; 132.0 EL 73.00 47, 7R
4.� % I 1 .01 j
% 1.ii n �L S�.
I . -.I ..;
11 ... - - r
/ lac
\1 . I :% 0 ' Tc =5.00 Ho
0., _a =1.08 cfs, EL 75.72
D
-iV,
z
Lij
ct -1., 0jr-
'\el.
LJ R., I
Qz =u.m ct; Te =5.00 dn
M
A� b
CL
4§1 w-WIIIIIIIIIIIIIIIIIII11* mom"
f
tu
<
129.0 128.0
f
EL 54.33 EL 57.98
5.0
VU, r- I C
: 55
t
2
Q
Sao
F1
C:)
c>
IQ)
IQ) (I -
ui
:Z
r-,
CD
4
WX -u.uu 1,148 is, --v.vv Mill A I :s[,
5
F CC:
U. EL 76.10
T-
EL .44.97 L= 155' % Ic =5.91 E� 58. 5
a a M
-L=- 41- Lk:1 17
L= �171
L4a-cfsj
10k
135.0
B-9 10
k
4c
100� 0.19
_z
=UM cts, Ic =b.W min 0010 's, =7. 10 ALa mob
>
_t AS
L
122.0
301.0
in
114
Ic
=139 6, Tc Its
PAD= it 0 i.00 min
.000, 34.0 8 EL 73.00 000
L, 43965/" z
EL 75.76 =1.45 A Tc =52 miln
6=57.1&4 Tc =7.61 min BUILDING Z02,629 SF
"Q -r=46.17 Mg it =7.65 min t
x 11111111111w 31
2,373 SIT PICK-UP
J
e %
TOTAL.Q I
_8
rB 174. 44).
Lr,
0.20
EL 76.50 71W
126.(
4- ov� . . --' I I P / 1 4,
?c
1=175 0, low- L=41
0
q. J -0; 132.0 EL 73.00 47, 7R
4.� % I 1 .01 j
% 1.ii n �L S�.
I . -.I ..;
11 ... - - r
/ lac
\1 . I :% 0 ' Tc =5.00 Ho
0., _a =1.08 cfs, EL 75.72
D
z
Lij
ct -1., 0jr-
'\el.
LJ R., I
Qz =u.m ct; Te =5.00 dn
M
A� b
CL
4§1 w-WIIIIIIIIIIIIIIIIIII11* mom"
f
tu
<
129.0 128.0
f
EL 54.33 EL 57.98
5.0
VU, r- I C
: 55
t
2
Q
Sao
0
C:)
c>
IQ)
IQ) (I -
ui
:Z
r-,
CD
0 3g
kz
68 Os, Tc =5.25 min
-14
C QZ (7) U
q)
.0 BUILDING
64 TC =515 min
J 12
Y, MATERIAL
ILL CALL
V STORAGE
/*
T
\y =7.51 min
.01
R X4,52 min 4 k
7
rA;,
4a
J
A
11
/ lac
I t4! -
D
z
Lij
ct -1., 0jr-
'\el.
LJ R., I
tv
M
A� b
CL
4§1 w-WIIIIIIIIIIIIIIIIIII11* mom"
-J
tu
<
129.0 128.0
f
EL 54.33 EL 57.98
w
VU, r- I C
: 55
On =3.63 efs, Tc =7.40 min
Qz =2.94 cf� To =7.40 min
BA 4 6/4 5 OF BEA RINW: 198VCHMA
XY OF FONTANA B.M.
CHISELED BOX IN EASTERLY TOP OF CURB
-AVENUE, 60 FEET SOUTH OF TAMAR
TAMARIND
THE BEARINGS SHOWN HEREON ARE BASED ON
COURT, 500 FEET SOUTH OF SLOVER AVENUE
DIAL TOLL FREE THE BEARING OF THE CENTERLINE OF JUNIPER
AVENUE BEING N 00-22`4211 W PER RECORD OF ELEVA77ON = 1077.4000
1-800-422-4133
U ml SURVEY NO. 04-200 FILED IN BOOK 122 PAGE CITY OF FONTANA BY. NO. 296
A BOAT I"L SET IN SIDEWALK AT THE NW
AT LEAST TWO DAYS 50 OF MAPS, RECORDS OF SAN BERNARDINO CORNER OF THE INTERSEC77ON OF SIERRA
BEFORE YOU DIG COUW.
AVENUE & THE BRIDGE (NIO SLOVER AVENUE
UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA ELEYATION = 1137.71 1967
REMSION DESCRPMN
� Z= .9
127, c/.�
4
0. Nq
awm-*-*M� *-w M
DATE I ENGR. I CITY I DAIE
i
39
1126.71
EL 54.71
=4.86 ds, Tc.=5.88 min
4.93 cfs, Tc 4A mm
NA
45�1
7
24 J_
SHOULD CONSTRUCTION OF TH E REQUIRED
IMPROVEMENTS NOT COMMENCE WITHIN TWO
YEARS OF THE DATE OF APPROVAL SHOWN HEREON
AND CARRIED FORTH IN A DILIGENT MANNER, THE
CITY ENGINEER MAY REQUIRE REVISIO NS TO THE
PLANS TO BRING THEM INTO CONFORMANCE WITH
STANDARDS IN EFFECT.
FF= 1057.70
PAD= 11)57.20
D
z
Lij
ct -1., 0jr-
M
A� b
CL
z
<
tu
<
- - - - - - - - --
F -
ciz
w
VU, r- I C
: 55
t
2
A
EL 54.44
6 =5.18 cfs, Tc =7.36 din
Qx =4.19 cN Tc =7,M min
PREPA RED FOR
THE HOME DEPOT 11=111111
00 W. CHARVAN AVENUE DRAWN BY.
01?ANGE, CA 92868 R.A.
DESIGNED BY:
PHONE: (714). 940 549
FAX (714) 940 J682 CHECKED BY:
E.B.
40
M
rA�,
"GRAPHIC CALE
0 20 40 80
( IN FM )
I Inch 40 ft.
"O"NTANA, CALIFORNIA
CITY OF:. rry
IMPROVEMENT PLANS
SME.
As. Noted
HYDROLOGY MAP DAM
7-5-06
APPROVED BY:- DRAWING NO.:
S
c_*
EXP. 6-30-07
No. 50152
civ
00
D
z
Lij
0
<
CL
z
<
tu
<
F -
w
Z
<
<
2
Q
Sao
0
C:)
c>
IQ)
IQ) (I -
ui
c)
r-,
CD
q)
kz
CL
-14
C QZ (7) U
q)
"GRAPHIC CALE
0 20 40 80
( IN FM )
I Inch 40 ft.
"O"NTANA, CALIFORNIA
CITY OF:. rry
IMPROVEMENT PLANS
SME.
As. Noted
HYDROLOGY MAP DAM
7-5-06
APPROVED BY:- DRAWING NO.:
S
c_*
EXP. 6-30-07
No. 50152
civ
PROJECT NO.: 1300.01
DRAWN:
C=2mO
DATE: 7/5/2006
C-0
CL
5 -
CL
n
Lr)
CD
C:)
CD
cu
11-1
0D
cu
N-1
cu
0)
0
0
>1
0
CD
CD
()FN
M
T___i
CD
1___1
U-)
CD
CD
01i
11-1
pq
LL_
D
z
Lij
0
<
CL
z
<
tu
<
F -
w
Z
<
<
2
(/)
0
0
C:)
c>
00
ui
c)
r-,
CD
0
U.
T_
PROJECT NO.: 1300.01
DRAWN:
C=2mO
DATE: 7/5/2006
C-0
CL
5 -
CL
n
Lr)
CD
C:)
CD
cu
11-1
0D
cu
N-1
cu
0)
0
0
>1
0
CD
CD
()FN
M
T___i
CD
1___1
U-)
CD
CD
01i
11-1
pq
LL_