HomeMy WebLinkAboutCT 97-13-03; CARLSBAD OAKS NORTH PHASE 3; HYDROLOGY STUDY FOR CARLSBAD OAKS NORTH PHASE 3; 2008-05-01HYDROLOGY STUDY
FOR
CARLSBAD OAKS NORTH
PHASE 3
CT 97-13-03
Job No. 961005 RECEIVED
APR 182016
Prepared: FEBRUARY 2008 LAND DEVELOPMENT
Revised: MAY 2008 ENGINEERING
Prepared by:
O'DAY CONSULTANTS, INC.
2710 Loker Avenue West
Suite 100
Carlsbad, California 92010
Tel: (760) 931-7700
Fax: (760) 931-8680
Tim Carroll RCE 55381
Exp. 12/31/16
TABLE OF CONTENTS
SECTION 1
C
SECTION 2
SECTION 3
INTRODUCTION
PROCEDURE
Vicinity Map
Intensity-Duration Design Chart
Isopluvial Maps
100-Year, 6-Hour
100-Year, 24-Hour
San Diego County Soils Interpretation Study
Runoff Coefficients
Nomograph for Determination of Tc for Natural Watersheds
Urban Areas Overland Time of Flow Curves
BASIN 1
Hydrology
100 year Analysis
Hydraulics
Hydraulic Grade Line
SECTION 4 INLET SIZING
SECTION 5 TEMPORARY DESILTATION BASINS
APPENDIX
Rancho Carlsbad Channel & Basin Project
POCKET
0
0
INTRODUCTION
The purpose of this study is to analyze the proposed conditions for Phase 3 of Carlsbad Oaks
North Industrial Park. The 414 acre site is located east of El Camino Real and north of Palomar
Airport Road in the City of Carlsbad. The completed project will include 23 mass graded lots
and the extensions of Faraday Avenue to the City of Vista, and El Fuerte Street to an intersection
with Faraday Avenue.
Drainage facilities are designed to meet the requirements stated in the "Standards for Design and
Construction of Public Works Improvements in the City of Carlsbad." All calculations shown
here are for ultimate development. Calculations for "Temporary Drainage" are done only where
this temporary condition creates greater flow than the ultimate condition.
Increases in runoff, including runoff from upstream of the project are accounted for by the
detention basin formed by Faraday Avenue. This detention basin design is covered by "Rancho
Carlsbad Channel & Basin Project" by Rick Engineering Company (see Appendix). This basin
is built on a fork of Agua Hedionda Creek, which runs east to west along the southerly third of
the site.
The storm drain for this phase of the project ties into Phase 2 of Carlsbad Oaks North, that
portion of the project is covered by "Hydrology and Hydraulic Study for Carlsbad Oaks North
Phase 2," on file at the City of Carlsbad.
C t 1
PROCEDURE
The hydrology study followed the procedure in the 1985 San Diego County Drainage Manual for
a 100-year storm. For this location, P6= 2.8 and P24 = 4.9. Times of concentration were based
on the following:
For Natural Areas:
Tc =r60 11.9 LT]385 +10 minutes
L H]
For Urban Areas:
T = 1.8 (1.1 - C)4D , with a minimum of 5 minutes
JS
Additional time in pipes or channels was based on the average velocity in those facilities.
Intensity was determined by:
I=7.44P6 T6 5 0
1:96 1OO5HYDROLOGY\PHASE 3\RptPhase3.doc
The rational method was used to determine flows:
Q= CIA, where
Q = flow in cubic feet per second
C = runoff coefficient, based on land use and soil type.
For this project, the soil type is 'B' for the northern half, 'C' for the wetlands
and 'D' for the southerly slopes (see Section 2).
I = intensity
A = area, in acres
Phase 1 of this project, including the down-stream pipes for Phases 2 and 3, was designed prior
to the adoption of the 2003 San Diego County Hydrology Manual. The 2003 manual states:
"This manual should not be used when there is already an established flood flow." Therefore, the
hydrologic analyses are being performed according to the 1985 San Diego County Hydrology
Manual.
A Hydraulic Study was then done to confirm pipe sizes and eliminate pressure flow whenever
possible. To be conservative, the diversion of "low-flows" into pollution basins at diverter boxes
was ignored. The advanced Engineering software (AES) Pipeflow Hydraulics computer program
was used to calculate the hydraulics of the storm drain pipe system for the ultimate conditions of
the proposed site. The program estimates the gradually varying water surface profile by
balancing the energy equation at user-specific locations.
The AES pipeflow program analyzes both the supercritical and subcritical flow. From this
program the hydraulic grade line, the energy grade line and losses were determined for the
ultimate conditions.
The head loss computations were based on LACRD, LACFCD, and OCEMA current design
manuals.
The junction analysis was based on the L.A. Thomas equation.
SUMMARY
The Hydrologic Analysis performed during the Phase 1 portion of the project showed that Basin
1 generated 385.5 cfs of runoff from 112.13 acres. The analysis of the same basin for Phase 2
showed an increase in runoff of 20.4 cfs to 416.4 cfs for Basin 1. The analysis of the same basin
for Phase 3 showed an additional increase of 1.1 cfs for Basin 1. The overall increase in runoff
into Agua Hedionda Creek is acceptable due to the previously mentioned detention basin formed
by the Faraday Avenue and El Fuerte Street as designed by Rick Engineering Company for the
"Rancho Carlsbad Channel & Basin Project" (see Appendix).
I:\961005\}1YDROLOGY\PHASE 3'apt_Phase3.doc
CI
CITY OF OCEANSIDE
OF VISTI.SITE
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CH OF
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PACIFIC RLSBAD CITY OF
OCEAN •e o SAN h4ARCOS
COS'
CITY OF ENCINITAS
ViCINITY MA
NO SCALE
.3
-S..-%I •.••_ up ---- nr
( ) .-. • •.. •'.!
Directions for Application:
. 1) From precipitation maps determine 6 hi'.
.: 24 hr. amounts for the selected frequen
These maps are printed, in the County Hy
Manual (10, 50 and 100yr. maps include
..• Design and Procedure Manual).
2) Adjust 6 hr. precipitation (if necessar
that It Is within the range of 45% to 6
• the 24 hr. precipitation. (not applica
to Desert)
Cn
3) Plot 6 hr. precipitation on the right s
of the chart. S
K 4) Draw a line through 'the point parallel
plotted lines.
• 5) This line Is the Intensity-duration cur'
.0 the location being analyzed.
-a. AO
.0• . Application Forms-
5
0) Selected Frequency
• . •.... *
1) P6- ln.,P24- •• , P6
24 • -
2) Adjusted *P6.
.5 3) t • mm.
•
4) I • • In/hr.
0 • .*Not Applicable to Desert Region
'4
.3
15 20 30 40 50 1 •.... •__,2 •.:3::.:.'4.:5]!6i.
- - i._.•._:: .1 : f:h1
This chart replaces, the Intensity-
Duration-Frequency curves used since
1965.
• :.
r ) '
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION &• 100-YEAR. 24-110( R PRECIPITATION
FLOOD CONTROL
'20ASOPLU1flALS IF 100 -YEAR 24-UDUR
PRECIPITATION IN TENTHS OF AN INCH
100 5on
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SAN CL MENIE
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41 d a 160
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CUuiITY OF SAN DIEGO
DEPARTMENT OF SANITATION (. 100-YEAR 6-HOUh PRECIPITATION
FLOOD COIITROL
ISOPLUVIALS 100-YEAR 6-110UR
PRECINTAT16111 IN TENTHS 67 AN I.CD
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U.S. DEPARTMEN I'OF COMMERCE
NATIONAL. OCVAHIC ^NO ATI IIIIIIIIENIC ADMmT*AON
7 ,
J.
JACUIL 41,
SPECIAL STUDIES DRANCII I) OFFICE OF II MOLOGY NATIONAL WEATHER SEH VICE (( ..J,/ I II 0
301_ __________________________
20 35
118' 151 30' 15' 117 115 6 30' 151 116
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TABLE 2
CD RUNOFF COEFFICIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URBAN)
Coefficient, C -
Soil Type(1) Land Use
A B C D Residential:
- -
Single Family .40 .45 .50 .55
Multi-Units .45 .50 .60 .70
Mobile homes .45 .50 .55 .65
Rural (lots greater than 1 /2 acre) .30 .35 .liO .45
comerciai(2) .70 .75 .80 .85 80% Impervious
Industria)(2) .80 .85 .90 .95 90% Impervious
NOTES:
(l)Obtain soil type from Appendices IX-CI thru IX-C4.
(2)Where actual'cond,tions deviate significantly from the tabulated impervious-
ness values of 80% or 90%, the values given for coefficient C. may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the
tabulated imperviousness. However, In no case shall the final coefficient
be less than 0.50. For example: Consider commercial property on D soil.
Actual imperviousness 50%
Tabulated imperviousness 80%
RevisedC=.2xO.85=0.53
80
F I GUR E (4.4
111.199 APPENDIX IX-6
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M 900 COMPUTED TIME OF CON-
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600
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SAN DIEGO COUNTY 111- 210 NOMOGRAPH FOR DETERMINATION DEPARTMENT OF SPECIAL DISTRICT SERVICES
OF TIME OF CONCENTRATION (Ic)
FOR NATURAL WATERSHEDS DESIGN MANUAL
APPROVED
CA
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In
.L9B,94/ 9A'(95 'VE19LilND 17WE O fl.'W 4rZIRVeS
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SAN OIEGO COUNT?
CEPRTME'JT OF SPEC:.L OSTICT SERVICE-
DESIGN MANUAL
APPROVED I.
I URBAN AREAS OVELA.'JO TIME
OF FLOW CURVES
OAT
0 4'
I
VA
PART 2
CONSTRUCTION MATERIALS
SECTION 200 - ROCK MATERIALS
200-1.1 General (p. 66)
Acid: "Alternate Rock Materials
- Type "5" as de-scribed In Section 400 may be used, unl
e
s
s
s
p
e
c
i
f
i
-
cally prohibited In Special Provision
s
"
.
200-1.6 Stone for Riprap (p. 69)
Add: "The Individual cIases of rocks ued in
s
l
o
p
e
protection shall conform to the follo
w
i
n
g
:
PERCENTAGE. LARGER THAN*
CLASSES
Rock 1/2 1/4 No. 2 No. 3 Sizes 2 Ton I Ton Ton Ton Backing Backing
4 Ton 0-5 2 Ton 50-100 0-5 1 Ton 95-100 50-100 0-5 1/2 Ton - 50-100 0-5 1/4 Ton 95-100 - 50-100 200 lb 95-100 - 75 lb 95-100 0-5 25 lb
25-75 0-5 5 lb 90-100 25-75 1 lb
90-100 *The amount of material smaller than the
s
m
a
l
l
e
s
t
size listed in the table for any cla
s
s
o
f
r
o
c
k
s
l
o
p
e
protection shall not exceed the perce
n
t
a
g
e
l
i
m
i
t
listed In the table determined on a
w
e
i
g
h
t
b
a
s
i
s
.
Compliance with the percentage limit
s
h
o
w
n
i
n
t
h
e
table for all other sizes of the Indiv
i
d
u
a
l
p
i
e
c
e
s
of any class of rock slope protection shall be de-termined by the ratio of the number of Individual pieces larger than the smallest size listed in the. table for that class.
3
*200_1.6.1 Selection of Riprap and Fi
l
t
e
r
blanket Material
•
Filter Blanket (3)
Upper Layer(s)
Opt. 1 Opt. 2 Val. Rock Riprap Sec. Sec. Lower Ft/Sec Class Thick- 200 400 Opt. 3 Layer (1) (2) ness "1" (4) (4) (5) (6)
No. 3
Back-
- 6-7 ing .6 3/16" C2 D.C.
No. 2
Back- 7-8 )ng 1.0 1/4" 83 D. G.
Fec-
8-9.5 lag 1.4 3/8" -- D.C. --
3/4", --
. 1 1/2" 9.5-11 Light 2.0 1/2". -- P.B.
3/4", 1/4 1 1/2" 11-13 Ton 2.7 3/4" - P.S. Sand
3/4", 1/2 1 1/2" 13-15 Ton 3.4 in
-- P.6. Sand
15-17 1 Ton 4.3 1 1/2" -- Type B Sand
.17-2012 Ton 5.4 2" -- Type B Send
Practical use of this table is limited to situations where "T" is less than D.
Average velocity in pipe or bottom velo
c
i
t
y
I
n
energy dissipator, whichever Is great
e
r
.
If desired riprap and filter blanket cla
s
s
is not available, use next larger class.
Basin 1
Hydrology
c-
c605P1.OUT
O San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 01/31/08 ------------------------------------------------------------------------
CARLSBAD OAKS NORTH
PROPOSED - BASIN 1
G:\ACCTS\961005\C605Pl.OUT
PHASE 3
Hydrology Study Control Information
------------------------------------------------------------------------
O'Day Consultants, San Deigo, California - S/N 10125 ------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.800
24 hour precipitation(inches) = 4.900
Adjusted 6 hour precipitation (inches) = 2.800
P6/P24 = 57.1%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++
Process from Point/Station 105.000 to Point/station 105.500
INITIAL AREA EVALUATION
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 o = 0.000
[INDUSTRIAL area type ]
Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 490.00(Ft.)
Lowest elevation = 488.00(Ft.)
Elevation difference = 2.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.57 min.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*(100.00A.5)/( 2.00A(1/3)1= 3.57
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
subarea runoff = 0.627(cFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.500 to Point/Station 106.000
IMPROVED CHANNEL TRAVEL TIME
Upstream point elevation = 488.00(Ft.)
Downstream point elevation = 480.00(Ft.)
Channel length thru subarea = 400.00(Ft.)
Q Channel base width = 0.000(Ft.)
Slope or 'z' of left channel bank = 20.000
Page 1
= 6.70 mm.
0. 375 (Ft
channel
group A = 0.000
group B = 1.000
group C = 0.000
group D = 0.000
c605P1. OUT
Slope or 'Z' of right channel bank = 20.000
Estimated mean flow rate at midpoint of channel = 6.898(cFS)
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 6.898(CFS)
Depth of flow = 0.297(Ft.), Average velocity = 3.922(Ft/s)
Channel flow top width = 11.862(Ft.)
Flow Velocity = 3.92(Ft/s)
Travel time = 1.70 mm.
Time of concentration
Critical depth =
Adding area flow to
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
Rainfall intensity= 6.108(In/Hr) for a - 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C
Subarea runoff = 10.384(CFS) for 2.000(Ac.)
Total runoff = 11.011(cFs) Total area = 2.10(Ac.)
+++++++++++++++++++++++++++++++++++++4-++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 106.000
SUBAREA FLOW ADDITION
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 C; [INDUSTRIAL area type ] Time of concentration = 6.70 mm.
Rainfall intensity = 6.108(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KcIA, C = 0.850 Subarea runoff = 9.346(CFS) for 1.800(Ac.)
Total runoff = 20.357(cFS) Total area = 3.90(Ac.)
+++++ ++ + + + + + + ++++ +++++++++++++++++++++ +++++++++ +++++++++ ++ +++++++++++ +
Process from Point/Station 106.000 to Point/Station 107.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 470.00(Ft.)
Downstream point/station elevation = 442.20(Ft.)
Pipe length = 80.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 20.357(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 20.357(cFs)
Normal flow depth in pipe = 7.10(In.)
Flow top width inside pipe = 17.59(m.)
Critical depth could not be calculated.
Pipe flow velocity = 31.40(Ft/s)
Travel time through pipe = 0.04 mm.
Time of concentration (TC) = 6.74 mm.
Process from Point/Station 106.000 to Point/Station 107.000
CONFLUENCE OF MINOR STREAMS
Q Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.900(Ac.)
Page 2
c605P1. OUT
(2) Runoff from this stream = 20.357(cFs)
Time of concentration = 6.74 mm.
Rainfall intensity = 6.083(In/Hr)
Process from Point/Station 108.000 to Point/Station 109.000
INITIAL AREA EVALUATION
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
[INDUSTRIAL area type ]
Initial subarea flow distance = 25.00(Ft.)
Highest elevation = 487.00(Ft.)
Lowest elevation = 486.50(Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App x-C) = 1.79 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*( 25.00A.5)/( 2.00A(1/3)]= 1.79
setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.063(CFS)
Total initial stream area = 0.010(Ac.)
+++++++++++++++++++++++++++++-f++++++++++++++++++-I-+++++++++++++++++++++
Process from Point/Station 109.000 to Point/Station 107.000
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 486.500(Ft.)
End of street segment elevation = 454.500(Ft.)
Length of street segment = 700.000(Ft.)
Height of curb above gutter flowline = 6.0(m.)
width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(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 [1] 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 = 0.092(CFS)
Depth of flow = 0.081(Ft.), Average velocity = 2.360(Ft/s)
Streetfiow hydraulics at midpoint of Street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.36(Ft/S)
Travel time = 4.94 mm. TC = 9.94 mm.
Adding area flow to street
User specified 'C' value of 0.730 given for subarea
Rainfall intensity = 4.735(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.730
Subarea runoff = 3.284(CFS) for 0.950(Ac.)
Total runoff = 3.346(CFS) Total area = 0.96(Ac.)
Q Street flow at end of street = 3.346(CFS)
Half street flow at end of street = 3.346(CFS)
Page 3
c605P1. OUT
( Depth of flow = 0.264(Ft.), Average velocity = 4.257(Ft/s)
Flow width (from curb towards crown)= 8.455(Ft.)
++++++++ ++ + ++ + + ++ + ++ ++++++++++++++++++++++ ++++++++++++++++++ +++++++++ +
Process from Point/Station 109.000 to Point/Station 107.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.960(Ac.)
Runoff from this stream = 3.346(cFs)
Time of concentration = 9.94 mm.
Rainfall intensity = 4.735(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 20.357 6.74 6.083
2 3.346 9.94 4.735
Qmax(1) =
1.000 * 1.000 20.357) +
1.000 * 0.678 * 3.346) + = 22.625
Qmax(2) =
0.778 * 1.000 * 20.357) +
1.000 * 1.000 * 3.346) + = 19.190
Total of 2 streams to confluence:
Flow rates before confluence point:
20.357 3.346
Maximum flow rates at confluence using above data:
22.625 19.190
Area of streams before confluence:
3.900 0.960
Results of confluence:
Total flow rate = 22.625(CFS)
Time of concentration = 6.742 mm.
Effective stream area after confluence = 4.860(Ac.)
++++++ ++ + + + ++ +++++++++++++ +++++++++++ ++ ++++++++++ ++++++++ ++ + +++++ ++++ +
Process from Point/Station 107.000 to Point/Station 110.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 441.50(Ft.)
Downstream point/station elevation = 441.30(Ft.)
Pipe length = 5.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 22.625(CFS)
Given pipe size = 24.00(in.)
calculated individual pipe flow = 22.625(CFS)
Normal flow depth in pipe = 12.00(in.)
Flow top width inside pipe = 24.00(In.)
Critical Depth = 20.34(in.)
Pipe flow velocity = 14.40(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (Tc) = 6.75 mm.
Process from Point/Station 107.000 to Point/Station 110.000 (Th CONFLUENCE OF MAIN STREAMS r
Page 4
c605P1. OUT
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 4.860(Ac.)
Runoff from this stream = 22.625(CFS)
Time of concentration = 6.75 mm.
Rainfall intensity = 6.080(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 108.100
INITIAL AREA EVALUATION
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
[INDUSTRIAL area type ]
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 487.00(Ft.)
Lowest elevation = 486.50(Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App x-C) = 1.85 mm.
TC = [1.8*(1.1_c)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*( 26.00A.5)/( 1.92A(1/3)1= 1.85
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.063(CFS)
Total initial stream area = 0.010(Ac.)
Process from Point/Station 108.100 to Point/Station 110.500
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 486.500(Ft.)
End of street segment elevation = 454.500(Ft.)
Length of street segment = 700.000(Ft.)
Height of curb above gutter flowline = 6.0(m.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(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 [1] 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 = 0.090(CFS)
Depth of flow = 0.080(Ft.), Average velocity = 2.344(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.34(Ft/s)
Travel time = 4.98 min. TC = 9.98 mm.
Adding area flow to street
user specified 'C' value of 0.800 given for subarea
Q Rainfall intensity = 4.724(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.800
Page 5
O c605P1.OUT
Subarea runoff = 3.288(CFS) for 0.870(Ac.)
Total runoff = 3.351(cFs) Total area = 0.88(Ac.)
Street flow at end of Street = 3.351(CFS)
Half street flow at end of street = 3.351(CFS)
Depth of flow = 0.264(Ft.), Average velocity = 4.258(Ft/s)
Flow width (from curb towards crown)= 8.460(Ft.)
Process from Point/Station 108.100 to Point/Station 110.500
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.880(Ac.)
Runoff from this stream = 3.351(CFS)
Time of concentration = 9.98 mm.
Rainfall intensity = 4.724(In/Hr)
Process from Point/Station 110.510 to Point/Station 110.520
INITIAL AREA EVALUATION
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
[INDUSTRIAL area type ]
Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 484.00(Ft.)
C
Lowest elevation = 482.0O(Ft.)
Elevation difference = 2.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.57 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*(100.00A.5)/( 2.00A(1/3)1= 3.57
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.314(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++-f+++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.520 to Point/Station 110.530
IMPROVED CHANNEL TRAVEL TIME
Upstream point elevation = 482.00(Ft.)
Downstream point elevation = 474.00(Ft.)
Channel length thru subarea = 450.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'z' of left channel bank = 20.000
Slope or 'z' of right channel bank = 20.000
Estimated mean flow rate at midpoint of channel = 12.573(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 12.573(CFS)
Depth of flow = 0.380(Ft.), Average velocity = 4.360(Ft/s)
Channel flow top width = 15.189(Ft.)
Flow velocity = 4.36(Ft/s)
Travel time = 1.72 mm.
Q Time of concentration = 6.72 mm.
Critical depth = 0.477(Ft.)
Page 6
O c605P1.OUT
Adding area flow to channel
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
[INDUSTRIAL area type ]
Rainfall intensity = 6.096(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 20.261(CFS) for 3.910(Ac.)
Total runoff = 20.575(CFS) Total area = 3.96(Ac.)
+++++++++ + +++ + +
Process from Point/Station 110.530 to Point/Station 110.500
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 465.00(Ft.)
Downstream point/station elevation = 444.00(Ft.)
Pipe length = 60.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 20.575(CFS)
Given pipe size = 24.00(in.)
Calculated individual pipe flow = 20.575(CFS)
Normal flow depth in pipe = 6.36(m.)
Flow top width inside pipe = 21.19(m.)
Critical Depth = 19.52(m.)
Pipe flow velocity = 30.86(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 6.75 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.530 to Point/Station 110.500
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.960(Ac.)
Runoff from this stream = 20.575(CFS)
Time of concentration = 6.75 mm.
Rainfall intensity = 6.077(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1. 3.351 9.98 4.724
2 20.575 6.75 6.077
Qmax(1) =
1.000 * 1.000 * 3.351) +
0.777 * 1.000 * 20.575) + = 19.345
Qmax(2) =
1.000 * 0.677 * 3.351) +
1.000 * 1.000 * 20.575) + = 22.842
Total of 2 streams to confluence:
Flow rates before confluence point:
3.351 20.575
Maximum flow rates at confluence using above data:
19.345 22.842
Area of streams before confluence:
0.880 3.960
O Results of confluence:
Total flow rate = 22.842(CFS)
Page 7
c605P1. OUT C Time of concentration = 6.753 mm.
Effective stream area after confluence = 4.840(Ac.)
+ + + + + +++++++ ++ +++ +++++++ +++++++++++++++++++++++++ +++++++++ +
Process from Point/Station 110.500 to Point/Station 110.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 443.67(Ft.)
Downstream point/station elevation = 441. 33(Ft.)
Pipe length = 44.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 22.842(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 22.842(CFS)
Normal flow depth in pipe = 11.11(In.)
Flow top width inside pipe = 23.93(m.)
Critical Depth = 20.42(m.)
Pipe flow velocity = 16.05(Ft/s)
Travel time through pipe = 0.05 mm.
Time of concentration (TC) = 6.80 mm.
+++++++++ ++++++++++++++++++++++++++++++++++++++++++++ +++++++++++ + + + ++ +
Process from Point/Station 110.500 to Point/Station 110.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main stream is listed:
In Main Stream number: 2
Stream flow area = 4.840(Ac.)
Runoff from this stream = 22.842(CFS)
Time of concentration = 6.80 mm.
Rainfall intensity = 6.051(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (cFs) (mm) (In/Hr)
1 22.625 6.75 6.080
2 22.842 6.80 6.051
Qmax(1) =
1.000 * 1.000 * 22.625) +
1.000 * 0.993 * 22.842) + = 45.299
Qmax(2) =
0.995 * 1.000 * 22.625) +
1.000 * 1.000 * 22.842) + = 45.360
Total of 2 main streams to confluence:
Flow rates before confluence point:
22.625 22.842
Maximum flow rates at confluence using above data:
45.299 45.360
Area of streams before confluence:
4.860 4.840
Results of confluence:
Total flow rate = 45.360(CFS)
Time of concentration = 6.798 mm.
Effective stream area after confluence = 9.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Page 8
c605P1. OUT
( ) Process from Point/Station 110.000 to Point/station 104.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 441.00(Ft.)
Downstream point/station elevation = 432 .60(Ft.)
Pipe length = 120.66(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 45.360(CFS)
Given pipe size = 24.00(In.)
calculated individual pipe flow = 45.360(CFs)
Normal flow depth in pipe = 15.66(m.)
Flow top width inside pipe = 22.86(m.) Critical depth could not be calculated.
Pipe flow velocity = 20.91(Ft/s)
Travel time through pipe = 0.10 mm.
Time of concentration (Tc) = 6.89 mm.
+++++++++++++++++++-f-++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 104.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 9.700(Ac.)
Runoff from this stream = 45.360(CFs)
Time of concentration = 6.89 mm.
Rainfall intensity = 5.996(In/Hr)
Program is now starting with Main Stream No. 2
ii- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
L. Process from Point/Station 101.000 to Point/Station 102.000
INITIAL AREA EVALUATION
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
[RURAL (greater than 1/2 acre) area type ]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = [11.9*length(Mi)A3)/(elevation change)]A.385 *60(min/hr) + 10 mm.
Initial subarea flow distance = 850.00(Ft.)
Highest elevation = 540.00(Ft.)
Lowest elevation = 448.00(Ft.)
Elevation difference = 92.00(Ft.) TC=[(11.9*0.1610A3)/( 92.00)]A.385= 3.31 + 10 mm. = 13.31 mm.
Rainfall intensity (I) = 3.923 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 18.536(CFS)
Total initial stream area = 13.500(Ac.)
Process from Point/Station 102.000 to Point/Station 103.000 1r PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 448.00(Ft.)
Downstream point/station elevation = 446.00(Ft.)
Pipe length = 160.00(Ft.) Manning's N = 0.013
No. of
Q
pipes = 1 Required pipe flow = 18.536(CFS)
Given pipe size = 24.00(in.)
Calculated individual pipe flow = 18.536(CFS)
Page 9
c605P1. OUT
( Normal flow depth in pipe = 15.26(m.)
Flow top width inside pipe = 23.10(m.)
Critical Depth = 18.60(in.)
Pipe flow velocity = 8.79(Ft/s)
Travel time through pipe = 0.30 mm.
Time of concentration (TC) = 13.61 mm.
Process from Point/Station 103.000 to Point/Station 104.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 446.00(Ft.)
Downstream point/station elevation = 432.60(Ft.)
Pipe length = 335.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.536(CFS)
Given pipe size = 24.00(m.)
calculated individual pipe flow = 18.536(CFS)
Normal flow depth in pipe = 10.70(m.)
Flow top width inside pipe = 23.86(m.)
Critical Depth = 18.60(m.)
Pipe flow velocity = 13.69(Ft/s)
Travel time through pipe = 0.41 mm.
Time of concentration (TC) = 14.02 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
( In Main Stream number: 2
Stream flow area = 13.500(Ac.)
Runoff from this stream = 18.536(CFS)
Time of concentration = 14.02 mm.
Rainfall intensity = 3.793(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (cFS) (mm) (In/Hr)
1 45.360 6.89 5.996
2 18.536 14.02 3.793
Qmax(1) =
1.000 * 1.000 45.360) +
1.000 * 0.492 * 18.536) + = 54.473
Qmax(2) =
0.633 * 1.000 * 45.360) +
1.000 * 1.000 * 18.536) + = 47.230
Total of 2 main streams to confluence:
Flow rates before confluence point:
45.360 18.536
Maximum flow rates at confluence using above data:
54.473 47.230
Area of streams before confluence:
9.700 13.500
Results of confluence:
Total flow rate = 54.473(CFS)
Time of concentration = 6.895 mm.
Page 10
c605P1. OUT
Effective stream area after confluence = 23.200(Ac.)
Process from Point/Station 104.000 to Point/Station 111.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 432.10(Ft.)
Downstream point/station elevation = 426.83(Ft.)
Pipe length = 75.34(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 54.473(cFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 54.473(cFS)
Normal flow depth in pipe = 13.73(m.)
Flow top width inside pipe = 34.97(m.)
Critical Depth = 28.77(m.)
Pipe flow velocity = 21.99(Ft/s)
Travel time through pipe = 0.06 mm.
Time of concentration (TC) = 6.95 mm.
++ + + + + + + ++++++++++++ ++ ++++++++++++++ + + +++++++++++++ +++++++++++++ +
Process from Point/Station 104.000 to Point/Station 111.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 23.200(Ac.)
Runoff from this stream = 54.473(CFS)
Time of concentration = 6.95 mm.
Rainfall intensity = 5.965(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.100 to Point/Station 111.200
INITIAL AREA EVALUATION
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
[INDUSTRIAL area type 3
Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 461.00(Ft.)
Lowest elevation = 459.00(Ft.)
Elevation difference = 2.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.57 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*(100.00A.5)/( 2.00A(1/3)1= 3.57
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KcmA) is C = 0.850
Subarea runoff = 0.314(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.200 to Point/Station 111.300
IMPROVED CHANNEL TRAVEL TIME
Upstream point elevation = 459.00(Ft.)
Q Downstream point elevation = 455.00(Ft.)
Channel length thru subarea = 200.00(Ft.)
Page 11
Q c605P1.OUT
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 20.000
Slope or 'z' of right channel bank = 20.000
Estimated mean flow rate at midpoint of channel
manning 's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 3.543(CFS)
Depth of flow = 0.231(Ft.), Average velocity =
Channel flow top width = 9.240(Ft.)
Flow Velocity = 3.32(Ft/s)
Travel time = 1.00 mm.
Time of concentration = 6.00 mm.
Critical depth = 0.287(Ft.)
Adding area flow to channel
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
[INDUSTRIAL area type ]
= 3.543(CFS)
3. 320(Ft/s)
Rainfall intensity = 6.556(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
subarea runoff = 5.740(CFS) for 1.030(Ac.)
Total runoff = 6.053(CFS) Total area = 1.08(Ac.)
Process from Point/Station 111.300 to Point/Station 111.300
SUBAREA FLOW ADDITION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
c,. Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type 3
Time of concentration = 6.00 mm.
Rainfall intensity = 6.556(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 5.573(CFS) for 1.000(Ac.)
Total runoff = 11.626(CFS) Total area = 2.08(Ac.)
Process from Point/Station 111.300 to Point/Station 111.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 454.00(Ft.)
Downstream point/station elevation = 427.00(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.626(CFS)
Given pipe size = 18.00(In.)
calculated individual pipe flow = 11.626(CFS)
Normal flow depth in pipe = 4.72(m.)
Flow top width inside pipe = 15.84(m.)
Critical Depth = 15.58(In.)
Pipe flow velocity = 31.46(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 6.03 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.300 to Point/Station 111.000
CONFLUENCE OF MINOR STREAMS
Page 12
0
0
c605P1. OUT
Along Main Stream number: 1 in normal stream number 2
Stream flow area =
Runoff from this stream
Time of concentration =
Rainfall intensity =
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 54.473 6.95 5.965
2 11.626 6.03 6.537
Qmax(1) =
1.000 * 1.000 * 54.473) +
0.912 * 1.000 * 11.626) + = 65.081
Qmax(2) =
1.000 * 0.867 * 54.473) +
1.000 ' 1.000 * 11.626) + = 58.881
Total of 2 streams to confluence:
Flow rates before confluence point:
54.473 11.626
Maximum flow rates at confluence using above data:
65.081 58.881
Area of streams before confluence:
23.200 2.080
Results of confluence:
Total flow rate = 65.081(CFS)
Time of concentration = 6.952 mm.
Effective stream area after confluence = 25.280(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.500
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 426.50(Ft.)
Downstream point/station elevation = 409.00(Ft.)
Pipe length = 250.02(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 65.081(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 65.081(CFS)
Normal flow depth in pipe = 15.14(In.)
Flow top width inside pipe = 35.54(In.)
Critical Depth = 31.02(in.)
Pipe flow velocity = 23.08(Ft/s)
Travel time through pipe = 0.18 mm.
Time of concentration (TC) = 7.13 mm.
Process from Point/Station 112.500 to Point/Station 112.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 409.67(Ft.)
Downstream point/station elevation = 393.00(Ft.)
Pipe length = 204.33(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 65.081(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 65.081(CFS)
Normal flow depth in pipe = 14.51(In.)
Flow top width inside pipe = 35.32(In.)
Page 13
2.080(Ac.)
= 11.626(CFS)
6.03 mm.
6. 537(In/Hr)
Q c605P1.OuT
Critical Depth = 31.02Cm.)
Pipe flow velocity = 24.40(Ft/s)
Travel time through pipe = 0.14 mm.
Time of concentration (TC) = 7.27 mm.
++ + + + + + + +++++++++ ++++++++++++ ++ +++ ++++++++++ +++++++++ +++++++++ +
Process from Point/Station 112.500 to Point/Station 112.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main stream number: 1
Stream flow area = 25.280(Ac.)
Runoff from this stream = 65.081(CFS)
Time of concentration = 7.27 mm.
Rainfall intensity = 5.794(In/Hr)
Program is now starting with Main Stream No. 2
+++++++++-f++++++++++++++++++++++++++++++++++++++++++++++++++++++++4-+++
Process from Point/Station 110.000 to Point/Station 107.000
INITIAL AREA EVALUATION
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
[INDUSTRIAL area type I Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 454.65(Ft.)
G Lowest elevation = 454.15(Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.85 mm.
TC = [1.8*(1.1_c)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*( 26.00A.5)/( 1.92A(1/3)1= 1.85
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.063(CFS)
Total initial stream area = 0.010(Ac.)
Process from Point/Station 107.000 to Point/Station 112.100
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *
Top of street segment elevation = 454.150(Ft.)
End of street segment elevation = 405.750(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(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 [1] 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
Page 14
Q
c605P1.OUT
Estimated mean flow rate at midpoint of street = 0.112(CFS)
Depth of flow = 0.080(Ft.), Average velocity = 2.957(Ft/s)
streetflow hydraulics at midpoint of Street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.96(Ft/s)
Travel time = 3.72 min. TC = 8.72 mm.
Adding area flow to street
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
[INDUSTRIAL area type ]
Rainfall intensity = 5.153(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 6.921(CFS) for 1.580(Ac.)
Total runoff = 6.984(CFS) Total area = 1.59(Ac.)
Street flow at end of street = 6.984(CFS)
Half street flow at end of street = 6.984(CFS)
Depth of flow = 0.303(Ft.), Average velocity = 6.067(Ft/s)
Flow width (from curb towards crown)= 10.391(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 112.100
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 1
stream flow area = 1.590(Ac.)
Runoff from this stream = 6.984(CFS)
Time of concentration = 8.72 mm.
Rainfall intensity = 5.153(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++++++
Process from Point/Station 112.400 to Point/Station 112.300
INITIAL AREA EVALUATION
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
[INDUSTRIAL area type ]
Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 443.50(Ft.)
Lowest elevation = 441.50(Ft.)
Elevation difference = 2.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.57 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*(100.00A.5)/( 2.00A(1/3)1= 3.57
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.627(CFS)
Total initial stream area = 0.100(Ac.)
Process from Point/Station 112.300 to Point/Station 112.200
IMPROVED CHANNEL TRAVEL TIME
Upstream point elevation = 441.50(Ft.)
Downstream point elevation = 437.00(Ft.)
Page 15
c605P1. OUT r ) Channel length thru subarea = 300.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'z' of left channel bank = 20.000
Slope or 'z' of right channel bank = 20.000
Estimated mean flow rate at midpoint of channel =
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 5.017(CFS)
Depth of flow = 0.278(Ft.), Average velocity =
channel flow top width = 11.110(Ft.)
Flow velocity = 3.25(Ft/s)
Travel time = 1.54 mm.
Time of concentration = 6.54 mm.
Critical depth = 0.330(Ft.)
Adding area flow to channel
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
[INDUSTRIAL area type ]
5 .017(CFS)
3. 251(Ft/s)
Rainfall intensity= 6.205(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 7.384(cFS) for 1.400(Ac.)
Total runoff = 8.012(CFs) Total area = 1.50(Ac.)
Process from Point/Station 112.200 to Point/Station 112.200
SUBAREA FLOW ADDITION
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
[INDUSTRIAL area type ]
Time of concentration = 6.54 mm.
Rainfall intensity = 6.205(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 10.444(CFS) for 1.980(Ac.)
Total runoff = 18.455(CFS) Total area = 3.48(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.200 to Point/Station 112.100
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 425.00(Ft.)
Downstream point/station elevation = 394.80(Ft.)
Pipe length = 80.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.455(CFS)
Given pipe size = 24.00(m.)
Calculated individual pipe flow = 18.455(CFS)
Normal flow depth in pipe = 5.91(m.)
Flow top width inside pipe = 20.68(m.)
Critical Depth = 18.56(m.)
Pipe flow velocity = 30.72(Ft/s)
Travel time through pipe = 0.04 mm.
Time of concentration (TC) = 6.58 mm.
O Process from Point/Station 112.200 to Point/Station 112.100
CONFLUENCE OF MINOR STREAMS
Page 16
C"
c605 P1. OUT
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 3.480(Ac.)
Runoff from this stream = 18.455(CFS)
Time of concentration = 6.58 mm.
Rainfall intensity = 6.179(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 6.984 8.72 5.153
2 18.455 6.58 6.179
Qmax(1) =
1.000 1.000 * 6.984) +
0.834 * 1.000 * 18.455) + = 22.376
Qmax(2) =
1.000 * 0.755 * 6.984) +
1.000 * 1.000 * 18.455) + = 23.726
(
Total of 2 streams to confluence:
Flow rates before confluence point:
6.984 18.455
Maximum flow rates at confluence using
22.376 23.726
Area of streams before confluence:
1.590 3.480
Results of confluence:
Total flow rate = 23.726(CFS)
Time of concentration = 6.581 mm.
Effective stream area after confluence
above data:
= 5.070(Ac.)
Process from Point/Station 112.100 to Point/Station 112.000
PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 394.50(Ft.)
Downstream point/station elevation = 394.00(Ft.)
Pipe length = 5.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 23.726(CFS)
Given pipe size = 24.00(in.)
Calculated individual pipe flow = 23.726(CFS)
Normal flow depth in pipe = 9.52(In.)
Flow top width inside pipe = 23.48(m.)
Critical Depth = 20.72(m.)
Pipe flow velocity = 20.45(Ft/s)
Travel time through pipe = 0.00 mm.
Time of concentration (TC) = 6.59 mm.
+++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.100 to Point/Station 112.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 5.070(Ac.)
Runoff from this stream = 23.726(CFS)
Time of concentration = 6.59 mm.
Rainfall intensity = 6.177(In/Hr)
Program is now starting with Main Stream No. 3
Page 17
c605P1 . OUT 0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 110.500
INITIAL AREA EVALUATION
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
[INDUSTRIAL area type ]
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 455.15(Ft.)
Lowest elevation = 454.65(Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App x-c) = 1.85 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3))
TC = E1.8(1.1_0.8500)*( 26.00A.5)/( 1.92A(1/3)1= 1.85
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.063(CFS)
Total initial stream area = 0.010(Ac.)
Process from Point/Station 110.500 to Point/Station 112.600
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 454.650(Ft.)
End of street segment elevation = 405.550(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 6.0(in.)
width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(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 [1] 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.SOO(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 = 0.078(CFS)
Depth of flow = 0.069(Ft.), Average velocity = 2.712(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.71(Ft/s)
Travel time = 4.06 min. TC = 9.06 mm.
Adding area flow to street
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
[INDUSTRIAL area type I
Rainfall intensity = 5.029(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 2.052(CFS) for 0.480(Ac.)
Total runoff = 2.115(CFS) Total area = 0.49(Ac.)
Street flow at end of street = 2.115(CFS)
Page 18
c605P1. OUT
Half street flow at end of street = 2.115(CFS)
Depth of flow = 0.219(Ft.), Average velocity = 4.632(Ft/s)
Flow width (from curb towards crown)= 6.207(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f+++++++++
Process from Point/Station 110.500 to Point/Station 112.600
*** CONFLUENCE OF MINOR STREAMS
Along Main stream number: 3 in normal stream number 1
Stream flow area = 0.490(Ac.)
Runoff from this stream = 2.115(CFS)
Time of concentration = 9.06 mm.
Rainfall intensity = 5.029(In/Hr)
+++++++++ + +++++++++ +-f +++++++++ ++++++++ +++ + +++ +++++++++++++++++++++ +
Process from Point/Station 112.700 to Point/Station 112.800
INITIAL AREA EVALUATION
C
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
[INDUSTRIAL area type I
Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 436.00(Ft.)
Lowest elevation = 434.00(Ft.)
Elevation difference = 2.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.57 mm.
IC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*(100.00A.5)/( 2.00A(1/3)1=
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year
Effective runoff coefficient used for area (Q=KcIA)
Subarea runoff = 0.627(CFS)
Total initial stream area = 0.100(Ac.)
3.57
storm
is C = 0.850
+++++++++++++++++++++++++++++++++++++++++++-f++++++++++++++++++++++++++
Process from Point/Station 112.800 to Point/Station 112.900
IMPROVED CHANNEL TRAVEL TIME
E*
Upstream point elevation = 434.00(Ft.)
Downstream point elevation = 428.00(Ft.)
Channel length thru subarea = 400.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 20.000
Slope or 'z' of right channel bank = 20.000
Estimated mean flow rate at midpoint of channel = 13.074(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 13.074(CFS)
Depth of flow = 0.398(Ft.), Average velocity = 4.131(Ft/s)
Channel flow top width = 15.912(Ft.)
Flow Velocity = 4.13(Ft/s)
Travel time = 1.61 mm.
Time of concentration = 6.61 mm.
Critical depth = 0.484(Ft.)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Page 19
c605P1. OUT
Q Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type
Rainfall intensity = 6.159(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 20.785(CFS) for 3.970(Ac.)
Total runoff = 21.412(CFS) Total area = 4.07(Ac.)
Process from Point/Station 112.900 to Point/Station 112.600
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 415.00(Ft.)
Downstream point/station elevation = 396.50(Ft.)
Pipe length = 80.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 21.412(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 21.412(CFS)
Normal flow depth in pipe = 7.22(In.)
Flow top width inside pipe = 22.01(In.)
Critical Depth = 19.86(In.)
Pipe flow velocity = 26.91(Ft/s)
Travel time through pipe = 0.05 mm.
Time of concentration (TC) = 6.66 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.900 to Point/Station 112.600
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 3 in normal stream number 2
Stream flow area = 4.070(Ac.)
Runoff from this stream = 21.412(CFS)
Time of concentration = 6.66 mm.
Rainfall intensity = 6.130(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 2.115 9.06 5.029
2 21.412 6.66 6.130
Qmax(1) =
1.000 * 1.000 2.115) +
0.820 * 1.000 * 21.412) + = 19.683
Qmax(2) =
1.000 * 0.736 2.115) +
1.000 * 1.000 * 21.412) + = 22.968
Total of 2 streams to confluence:
Flow rates before confluence point:
2.115 21.412
Maximum flow rates at confluence using above data:
19.683 22.968
Area of streams before confluence:
0.490 4.070
Results of confluence:
Total flow rate = 22.968(CFs)
Time of concentration = 6.663 mm.
Effective stream area after confluence = 4.560(Ac.)
Page 20
O
c605P1.OUT
Process from Point/Station 112.600 to Point/Station 112.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 396.20(Ft.)
Downstream point/station elevation = 394.00(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.013
No. of pipes= 1 Required pipe flow = 22.968(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 22.968(CFS)
Normal flow depth in pipe = 11.41(In.)
Flow top width inside pipe = 23.97(in.)
Critical Depth = 20.46(In.)
Pipe flow velocity = 15.58(Ft/s)
Travel time through pipe = 0.05 mm.
Time of concentration (TC) = 6.71 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+
Process from Point/Station 112.600 to Point/Station 112.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main stream is listed:
In Main Stream number: 3
Stream flow area = 4.560(Ac.)
Runoff from this stream = 22.968(CFS)
Time of concentration = 6.71 mm.
Rainfall intensity = 6.101(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 65.081 7.27 5.794
2 23.726 6.59 6.177
3 22.968 6.71 6.101
Qmax(1) =
1.000 * 1.000 65.081) +
0.938 * 1.000 * 23.726) +
0.950 * 1.000 * 22.968) + = 109.148
Qmax(2) =
1.000 * 0.906 * 65.081) +
1.000 1.000 * 23.726) +
1.000 * 0.981 * 22.968) + = 105.200
Qmax(3) =
1.000 * 0.923 * 65.081) +
0.988 * 1.000 * 23.726) +
1.000 * 1.000 * 22.968) + = 106.472
Total of 3 main streams to confluence:
Flow rates before confluence point:
65.081 23.726 22.968
Maximum flow rates at confluence using above data:
109.148 105.200 106.472
Area of streams before confluence:
25.280 5.070 4.560
Results of confluence:
Q Total flow rate = 109.148(CFS)
Time of concentration = 7.272 mm.
Page 21
c605P1. OUT
Effective stream area after confluence = 34.910(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++-3-++++++++++++
Process from Point/Station 112.000 to Point/Station 113.000
*** PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 392.50(Ft.)
Downstream point/station elevation = 386.50(Ft.)
Pipe length = 42.49(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 109.148(CFS)
Given pipe size = 42.00(In.)
Calculated individual pipe flow = 109.148(CFS)
Normal flow depth in pipe = 15.45(In.)
Flow top width inside pipe = 40.50(m.)
critical Depth = 37.96(m.)
Pipe flow velocity = 33.98(Ft/s)
Travel time through pipe = 0.02 mm.
Time of concentration (TC) = 7.29 mm.
Process from Point/Station 112.000 to Point/Station 113.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 34.910(Ac.)
Runoff from this stream = 109.148(CFs)
Time of concentration = 7.29 mm.
Rainfall intensity = 5.783(In/Hr) C ' Program is now starting with Main Stream No. 2
Process from Point/Station 113.100 to Point/Station 113.200
INITIAL AREA EVALUATION
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
[INDUSTRIAL area type ]
Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 456.00(Ft.)
Lowest elevation = 454.00(Ft.)
Elevation difference = 2.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.57 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.10.8500)*(1O0.00A.5)/( 2.00A(1/3)]= 3.57
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KcIA) is C = 0.850
Subarea runoff = 0.627(cFS)
Total initial stream area = 0.100(Ac.)
Process from Point/Station 113.200 to Point/Station 113 .300
IMPROVED CHANNEL TRAVEL TIME
Upstream point elevation = 545.00(Ft.)
Page 22
= 5.73 mm.
0. 330 (Ft.)
channel
group A = 0.000
group B = 1.000
group C = 0.000
group D = 0.000
c605P1. OUT C) Downstream point elevation = 450.00(Ft.)
Channel length thru subarea = 400.00(Ft.)
channel base width = 0.000(Ft.)
Slope or 'z' of left channel bank = 20.000
Slope or 'z' of right channel bank = 20.000
Estimated mean flow rate at midpoint of channel = 5.017(CFS)
Manning's 'Nt = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 5.017(CFS)
Depth of flow = 0.165(Ft.), Average velocity = 9.160(Ft/s)
Channel flow top width = 6.619(Ft.)
Flow Velocity = 9.16(Ft/s)
Travel time = 0.73 mm.
Time of concentration
Critical depth =
Adding area flow to
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
Rainfall intensity= 6.758(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 8.042(CFS) for 1.400(Ac.)
Total runoff = 8.669(CFS) Total area = 1.50(Ac.)
++++++++ ++ + +++++++++ ++ +++++++++ ++++++++++++ + +++++++++++ + +
Process from Point/Station 113.300 to Point/Station 113.300
SUBAREA FLOW ADDITION
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 - [INDUSTRIAL area type J Time of concentration = 5.73 mm.
Rainfall intensity = 6.758(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 19.186(CFS) for 3.340(Ac.)
Total runoff = 27.856(CFS) Total area = 4.84(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.300 to Point/Station 113.400
PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 440.00(Ft.)
Downstream point/station elevation = 433.30(Ft.)
Pipe length = 70.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 27.856(CFS)
Given pipe size = 30.00(m.)
Calculated individual pipe flow = 27.856(CFS)
Normal flow depth in pipe = 9.55(In.)
Flow top width inside pipe = 27.95(mn.)
Critical Depth = 21.59(In.)
Pipe flow velocity = 20.72(Ft/s)
Travel time through pipe = 0.06 mm.
Time of concentration (IC) = 5.78 mm.
0 Process from Point/Station 113.400 to Point/Station 113.500
Page 23
c605P1. OUT
() PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 433.00(Ft.)
Downstream point/station elevation = 391.00(Ft.)
Pipe length = 590.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 27.856(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 27.856(CFS)
Normal flow depth in pipe = 10.32(In.)
Flow top width inside pipe = 28.51(In.)
Critical Depth = 21.59(In.)
Pipe flow velocity = 18.63(Ft/s)
Travel time through pipe = 0.53 mm.
Time of concentration (TC) = 6.31 mm.
Process from Point/Station 113.400 to Point/Station 113.500
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 4.840(Ac.)
Runoff from this stream = 27.856(CFS)
Time of concentration = 6.31 mm.
Rainfall intensity = 6.348(In/Hr)
Process from Point/Station 113.400 to Point/Station 113.450
INITIAL AREA EVALUATION
user specified 'C' value of 0.850 given for subarea
Initial subarea flow distance = 46.00(Ft.)
Highest elevation = 442.40(Ft.)
Lowest elevation = 440.70(Ft.)
Elevation difference = 1.70(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.97 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*( 46.00A.5)/( 3.70A(1/3)]= 1.97
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.063(CFS)
Total initial stream area = 0.010(Ac.)
Process from Point/Station 113.450 to Point/Station 113.460
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 440.700(Ft.)
End of street segment elevation = 400.800(Ft.)
Length of street segment = 660.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(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 [1] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Q Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Page 24
O c605P1.OUT
Gutter hike from flowline = 1.500(m.)
-. 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 = 0.082(CFS)
Depth of flow = 0.073(Ft.), Average velocity = 2.541(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.54(Ft/s)
Travel time = 4.33 mm. TC = 9.33 mm.
Adding area flow to street
User specified 'C' value of 0.850 given for subarea
Rainfall intensity = 4.934(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 2.558(CFS) for 0.610(Ac.)
Total runoff = 2.621(CFS) Total area = 0.62(Ac.)
Street flow at end of street = 2.621(CFS)
Half street flow at end of street = 2.621(CFS)
Depth of flow = 0.238(Ft.), Average velocity = 4.481(Ft/s)
Flow width (from curb towards crown)= 7.167(Ft.)
++ + + + ++ + + + ++++++++++ +++++++++++++++++ ++ +++++++++ ++++++++++++++++++ +
Process from Point/Station 113.460 to Point/Station 113.500
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 392.85(Ft.)
Downstream point/station elevation = 390.70(Ft.)
Pipe length = 43.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.621(CFS)
Given pipe size = 18.00(m.)
Calculated individual pipe flow = 2.621(CFS)
Normal flow depth in pipe = 4.07(In.)
Flow top width inside pipe = 15.05(m.)
Critical Depth = 7.35(m.)
Pipe flow velocity = 8.76(Ft/s)
Travel time through pipe = 0.08 mm.
Time of concentration (TC) = 9.41 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.460 to Point/Station 113.500
CONFLUENCE OF MINOR STREAMS
Along Main stream number: 2 in normal stream number 2
Stream flow area = 0.620(Ac.)
Runoff from this stream = 2.621(CFS)
Time of concentration = 9.41 mm.
Rainfall intensity = 4.906(In/Hr)
+++++ + +++++ +++ ++ ++++++++++++++++++++ ++++++++++++++++++++++++ ++++++++ + +
Process from Point/Station 113.400 to Point/Station 113.470
INITIAL AREA EVALUATION
user specified 'C' value of 0.850 given for subarea
Initial subarea flow distance = 46.00(Ft.)
Highest elevation = 442.40(Ft.)
Lowest elevation = 441.30(Ft.)
Elevation difference = 1.10(Ft.)
Time of concentration calculated by the urban
C areas overland flow method (App X-C) = 2.28 mm.
C) TC = [1.8*(1.1_*distanceA.5)/(% slopeA(1/3)]
Page 25
c605P1. OUT
C) ic = [1.8*(1.1_O.8500)*( 46.00A.5)/( 2.39A(1/3)1= 2.28.
setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KcIA) is C = 0.850
Subarea runoff = 0.063(cFS)
Total initial stream area = 0.010(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.470 to Point/Station 113.480
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 441.300(Ft.)
End of street segment elevation = 400.800(Ft.)
Length of street segment = 600.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(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 [1] 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 = 0.090(cFS)
Depth of flow = 0.074(Ft.), Average velocity = 2.715(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.71(Ft/s)
Travel time = 3.68 mm. TC = 8.68 mm.
Adding area flow to street
User specified 'C' value of 0.850 given for subarea
Rainfall intensity = 5.167(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 3.865(CFS) for 0.880(Ac.)
Total runoff = 3.928(CFS) Total area = 0.89(Ac.)
Street flow at end of street = 3.928(CFS)
Half street flow at end of street = 3.928(CFS)
Depth of flow = 0.262(Ft.), Average velocity = 5.131(Ft/s)
Flow width (from curb towards crown)= 8.332(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.480 to Point/Station 113.500
PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 391.25(Ft.)
Downstream point/station elevation = 390.70(Ft.)
Pipe length = 5.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.928(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.928(CFS)
Normal flow depth in pipe = 4.13(In.)
Flow top width inside pipe = 15.14(In.)
Critical Depth = 9.10(In.)
Pipe flow velocity = 12.83(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (Tc) = 8.69 mm.
Page 26
I-v-. c605P1.OUT
Process from Point/Station 113.480 to Point/Station 113.500
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 3
Stream flow area = 0.890(Ac.)
Runoff from this stream = 3.928(CFS)
Time of concentration = 8.69 mm.
Rainfall intensity = 5.165(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 27.856 6.31 6.348
2 2.621 9.41 4.906
3 3.928 8.69 5.165
Qmax(1) =
1.000 * 1.000 * 27.856) +
1.000 * 0.671 * 2.621) +
1.000 * 0.726 * 3.928) + = 32.467
Qmax(2) =
0.773 * 1.000 * 27.856) +
1.000 * 1.000 * 2.621) +
0.950 * 1.000 * 3.928) + = 27.882
Qmax(3) =
0.814 1.000 * 27.856) +
1.000 * 0.923 * 2.621) +
( 1.000 * 1.000 * 3.928) + = 29.013
Total of 3 streams to confluence:
Flow rates before confluence point:
27.856 2.621 3.928
Maximum flow rates at confluence using above data:
32.467 27.882 29.013
Area of streams before confluence:
4.840 0.620 0.890
Results of confluence:
Total flow rate = 32.467(CFS)
Time of concentration = 6.312 mm.
Effective stream area after confluence = 6.350(Ac.)
Process from Point/Station 113.500 to Point/Station 113.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 390.67(Ft.)
Downstream point/station elevation = 387.17(Ft.)
Pipe length = 70.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 32.467(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 32.467(CFS)
Normal flow depth in pipe = 12.33(In.)
Flow top width inside pipe = 29.52(In.)
critical Depth = 23.27(m.)
Pipe flow velocity = 17.08(Ft/s)
Travel time through pipe = 0.07 mm.
Time of concentration (TC) = 6.38 mm. C:
Page 27
10 c605P1.OUT
I ) Process from Point/Station 113.500 to Point/Station 113.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 2
stream flow area = 6.350(Ac.)
Runoff from this stream = 32.467(CFS)
Time of concentration = 6.38 mm.
Rainfall intensity = 6.304(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 109.148 7.29 5.783
2 32.467 6.38 6.304
Qmax(1) =
1.000 * 1.000 * 109.148) +
0.917 * 1.000 * 32.467) + = 138.933
Qmax(2) =
1.000 * 0.875 * 109.148) +
1.000 * 1.000 * 32.467) + = 127.960
Total of 2 main streams to confluence:
Flow rates before confluence point:
109.148 32.467
Maximum flow rates at confluence using above data:
138.933 127.960
Area of streams before confluence:
34.910 6.350
Results of confluence:
Total flow rate = 138.933(cFS)
Time of concentration = 7.293 mm.
Effective stream area after confluence = 41.260(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.000 to Point/Station 114.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 386.00(Ft.)
Downstream point/station elevation = 373.25(Ft.)
Pipe length = 218.46(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 138.933(CFS)
Given pipe size = 48.00(In.)
Calculated individual pipe flow = 138.933(CFS)
Normal flow depth in pipe = 21.12(in.)
Flow top width inside pipe = 47.65(in.)
Critical Depth = 42.00(In.)
Pipe flow velocity = 26.08(Ft/s)
Travel time through pipe = 0.14 mm.
Time of concentration (TC) = 7.43 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.000 to Point/Station 114.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 1
Page 28
- 6.406(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 20.692(CFS) for 3.800(Ac.)
Total runoff = 21.319(CFS) Total area = 3.90(Ac.)
0 Page 29
Upstream point elevation = 407.50(Ft.)
Downstream point elevation = 403.00(Ft.)
Channel length thru subarea = 300.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'z' of left channel bank = 20.000
Slope or 'Z' of right channel bank = 20.000
Estimated mean flow rate at midpoint of channel = 12.541(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 12.541(CFS)
Depth of flow = 0.392(Ft.), Average velocity = 4.088(Ft/s)
Channel flow top width = 15.666(Ft.)
Flow velocity = 4.09(Ft/s)
Travel time = 1.22 mm.
Time of concentration
Critical depth =
Adding area flow to
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
Rainfall intensity =
= 6.22 mm.
0.477(Ft.)
channel
group A = 0.000
group B = 1.000
group C = 0.000
group D = 0.000
Q
c605P1.OUT
Stream flow area = 41.260(Ac.)
Runoff from this stream = 138.933(CFS)
Time of concentration = 7.43 mm.
Rainfall intensity = 5.713(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f++++++++
Process from Point/Station 114.100 to Point/Station 114.200
INITIAL AREA EVALUATION
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
[INDUSTRIAL area type ]
Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 409.50(Ft.)
Lowest elevation = 407.50(Ft.)
Elevation difference = 2.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.57 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*(100.00A.5)/( 2.00A(1/3)1= 3.57
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.627(CFS)
Total initial stream area = 0.100(Ac.)
I'- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 114.200 to Point/Station 114.300
IMPROVED CHANNEL TRAVEL TIME
c605P1. OUT
I Process from Point/Station 114.300 to Point/Station 114.000
** PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 391.10(Ft.)
Downstream point/station elevation = 374.92(Ft.)
Pipe length = 48.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 21.319(CFS)
Given pipe size = 24.00(in.)
Calculated individual pipe flow = 21.319(CFS)
Normal flow depth in pipe = 6.01(m.)
Flow top width inside pipe = 20.79(In.)
Critical Depth = 19.82(m.)
Pipe flow velocity = 34.64(Ft/s)
Travel time through pipe = 0.02 mm.
Time of concentration (TC) = 6.25 mm.
++ + + + + + + +++ ++++++++++++++ +++++ ++++++++++ ++ +++++++++++++ ++++++ ++ +
Process from Point/Station 114.300 to Point/Station 114.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1. in normal stream number 2
Stream flow area = 3.900(Ac.)
Runoff from this stream = 21.319(CFS)
Time of concentration = 6.25 mm.
Rainfall intensity = 6.391(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (cFS) (mm) (In/Hr)
1 138.933 7.43 5.713
2 21.319 6.25 6.391
Qmax(1) =
1.000 1.000 * 138.933) +
0.894 1.000 * 21.319) + = 157.990
Qmax(2) =
1.000 * 0.840 * 138.933) +
1.000 * 1.000 * 21.319) + = 138.081
Total of 2 streams to confluence:
Flow rates before confluence point:
138.933 21.319
Maximum flow rates at confluence using above data:
157.990 138.081
Area of streams before confluence:
41.260 3.900
Results of confluence:
Total flow rate = 157.990(CFS)
Time of concentration = 7.432 mm.
Effective stream area after confluence = 45.160(Ac.)
+++++-4-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 114.000 to Point/Station 115.000
PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 372.92(Ft.)
Downstream point/station elevation = 354.27(Ft.)
Pipe length = 329.68(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 157.990(CFS)
Given pipe size = 48.00(m.)
Page 30
C c605P1.OUT
Calculated individual pipe flow = 157.990(CFS)
Normal flow depth in pipe = 22.92(m.)
Flow top width inside pipe = 47.95(m.)
Critical Depth = 43.84(mn.)
Pipe flow velocity = 26.65(Ft/s)
Travel time through pipe = 0.21 mm.
Time of concentration (TC) = 7.64 mm.
Process from Point/Station 114.000 to Point/Station 115.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 45.160(Ac.)
Runoff from this stream = 157.990(CFS)
Time of concentration = 7.64 mm.
Rainfall intensity = 5.613(In/Hr)
++ + + + + +++++ +++ ++ +++++++++++ ++ +++++++ ++++++++++++++++++ +++++++++ +
Process from Point/Station 112.600 to Point/Station 115.350
INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type 3 Note: user entry of impervious value, Ap = 0.850
Initial subarea flow distance = 100.00(Ft.)
L Highest elevation = 404.50(Ft.)
Lowest elevation = 397.72(Ft.)
Elevation difference = 6.78(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.93 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8(1.1_0.8972)*(100.0OA.5)/( 6.78A(1/3)1= 1.93
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.897
Subarea runoff = 0.331(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.350 to Point/Station 115.300
*(** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 397.720(Ft.)
End of street segment elevation = 369.260(Ft.)
Length of street segment = 500.000(Ft.)
Height of curb above gutter flowline = 6.0(mn.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(Ft.)
slope from gutter to grade break (v/hz) = 0.094
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] 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.)
Q Gutter hike from flowline = 1.330(In.)
Manning's N in gutter = 0.0150
Page 31
O c605P1.OUT
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 = 0.480(CFS)
Depth of flow = 0.142(Ft.), Average velocity = 3.125(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 3.049(Ft.)
Flow velocity = 3.12(Ft/s)
Travel time = 2.67 mm. TC =
Adding area flow to street
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type
Note: user entry of impervious value,
Rainfall intensity = 5.599(In/Hr)
Runoff coefficient used for sub-area,
Subarea runoff = 3.724(CFS) for
Total runoff = 4.055(CFS) Total
Street flow at end of street = 4.
Half street flow at end of street =
Depth of flow = 0.257(Ft.), Average
Flow width (from curb towards crown)=
7.67 mm.
]
Ap = 0.700
for a 100.0 year storm
Rational method,Q=KCIA, C = 0.739
0.900(Ac.)
area = 95 (Ac.)
055 (CFS)
4.055(CFS)
velocity = 4. 830(Ft/s)
8.826(Ft.)
Process from Point/Station 115.300 to Point/Station 115.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 357.61(Ft.)
O Downstream point/station elevation = 355.43(Ft.)
Pipe length = 43.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.055(CFS)
Given pipe size = 24.00(in.)
Calculated individual pipe flow = 4.055(CFS)
Normal flow depth in pipe = 4.59(in.)
Flow top width inside pipe = 18.87(in.)
Critical Depth = 8.48(In.)
Pipe flow velocity = 9.68(Ft/s)
Travel time through pipe = 0.07 mm.
Time of concentration (rC) = 7.74 mm.
+++++++++++++++++++++++-f++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.300 to Point/Station 115.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.950(Ac.)
Runoff from this stream = 4.055(CFS)
Time of concentration = 7.74 mm.
Rainfall intensity = 5.565(In/Hr)
Process from Point/Station 112.100 to Point/Station 115.250
INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
C Decimal fraction soil group D = 1.000
[INDUSTRIAL area type
Page 32
O c605P1.OUT
Note: user entry of impervious value, Ap = 0.700
Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 405.90(Ft.)
Lowest elevation = 399.35(Ft.)
Elevation difference = 6.55(.Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.47 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.7389)*(100.00A.5)/( 6.55A(1/3)1=
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff = 0.164(cFS)
Total initial stream area = 0.030(Ac.)
3.47
storm
is C = 0.739
++ +++ +++ +++ ++ + +++++++ ++++ +++ + + +++++++++++++ +
Process from Point/Station 115.250 to Point/Station 115.200
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 399.350(Ft.)
End of street segment elevation = 369.700(Ft.)
Length of street segment = 540.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 26.000(Ft.)
Distance from crown tocrossfall grade break = 24.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.094
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] 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 = 1.330(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 = 0.223(CFS)
Depth of flow = 0.104(Ft.), Average velocity = 3.071(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 3.07(Ft/s)
Travel time = 2.93 min* TC = 7.93 mm.
Adding area flow to street
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ] Note: user entry of impervious value, Ap = 0.700
Rainfall intensity = 5.479(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.739
Subarea runoff = 2.955(CFS) for 0.730(Ac.)
Total runoff = 3.119(cFS) Total area = 0.76(Ac.)
Street flow at end of street = 3.119(CFS)
Half street flow at end of street = 3.119(cFS)
Depth of flow = 0.240(Ft.), Average velocity = 4.478(Ft/s)
Flow width (from curb towards crown)= 7.974(Ft.)
++ +++ + + + ++ ++++++++ ++ +++ ++++++++++ ++++++ +++++++ ++ ++++++++++++ ++ +++++++ +
Process from Point/Station 115.200 to Point/Station 115.000
PIPEFLOW TRAVEL TIME (User specified size)
Page 33
IN
0
O c6O5P1.OUT
Upstream point/station elevation = 356.77(Ft.)
Downstream point/station elevation = 356.24(Ft.)
Pipe length = 5.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.119(CFS)
Given pipe size = 18.00(m.)
calculated individual pipe flow = 3.119(CFS)
Normal flow depth in pipe = 3.72(m.)
Flow top width inside pipe = 14.57(m.)
Critical Depth = 8.06(m.)
Pipe flow velocity = 11.84(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 7.94 mm.
++ ++ + ++++++ + +++++++ +++++++ ++ +++++++++++++++++ ++++++ ++++ +
Process from Point/Station 115.200 to Point/Station 115.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.760(Ac.)
Runoff from this stream = 3.119(CFS)
Time of concentration = 7.94 mm.
Rainfall intensity = 5.476(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (cFS) (mm) (In/Hr)
1 157.990 7.64 5.613
2 4.055 7.74 5.565
3 3.119 7.94 5.476
Qmax(1) =
1.000 * 1.000 * 157.990) +
1.000 * 0.987 * 4.055) +
1.000 * 0.962 * 3.119) + = 164.992
Qmax(2) =
0.991 * 1.000 * 157.990) +
1.000 * 1.000 * 4.055) +
1.000 * 0.975 * 3.119) + = 163.726
Qmax(3) =
0.976 * 1.000 * 157.990) +
0.984 * 1.000 * 4.055) +
1.000 * 1.000 3.119) + = 161.231
Total of 3 streams to confluence:
Flow rates before confluence point:
157.990 4.055 3.119
Maximum flow rates at confluence using above data:
164.992 163.726 161.231
Area of streams before confluence:
45.160 0.950 0.760
Results of confluence:
Total flow rate = 164.992(CFS)
Time of concentration = 7.638 mm.
Effective stream area after confluence = 46.870(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.000 to Point/Station 116.000
PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 354.27(Ft.)
Page 34
c605P1. OUT
( Downstream point/station elevation = 352.00(Ft.)
Pipe length = 40.47(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 164.992(CFS)
Given pipe size = 48.00(in.)
Calculated individual pipe flow = 164.992(CFS)
Normal flow depth in pipe = 23.58(in.)
Flow top width inside pipe = 47.99(m.)
Critical Depth = 44.36(In.)
Pipe flow velocity = 26.87(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 7.66 mm.
Process from Point/Station 115.000 to Point/Station 116.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 46.870(Ac.)
Runoff from this stream = 164.992(CFS)
Time of concentration = 7.66 mm.
Rainfall intensity = 5.601(In/Hr)
Program is now starting with Main Stream NO. 2
Process from Point/Station 2401.000 to Point/Station 2402.000
INITIAL AREA EVALUATION
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
[INDUSTRIAL area type ]
Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 398.00(Ft.)
Lowest elevation = 397.00(Ft.)
Elevation difference = 1.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 4.50 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8(1.1_0.8500)*(100.00A.5)/( 1.00A(1/3)]= 4.50
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.627(CFS)
Total initial stream area = 0.100(Ac.)
Process from Point/Station 2402.000 to Point/Station 2403.000
IMPROVED CHANNEL TRAVEL TIME
Upstream point elevation = 397.00(Ft.)
Downstream point elevation = 390.00(Ft.)
Channel length thru subarea = 330.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'z' of left channel bank = 20.000
Slope or 'z' of right channel bank = 20.000
Estimated mean flow rate at midpoint of channel = 3.449(cFS)
( Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Page 35
= 6.63 mm.
0.283 (Ft.)
channel
group A = 0.000
group B = 1.000
group C = 0.000
group D = 0.000
c605P1. OUT
Flow(q) thru subarea = 3.449(CFS)
Depth of flow = 0.226(Ft.), Average velocity = 3.371(Ft/s)
Channel flow top width = 9.047(Ft.)
Flow velocity = 3.37(Ft/s)
Travel time = 1.63 mm.
Time of concentration
Critical depth =
Adding area flow to
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
Rainfall intensity= 6.149(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
subarea runoff = 4.704(CFS) for 0.90,0(Ac.)
Total runoff = 5.331(CFS) Total area = 1.00(Ac.)
++ + +++++++++++++++++++++++ + ++++++++++++++ +++++++ + +++++++++++++ +
Process from Point/Station 2403.000 to Point/Station 2403.000
SUBAREA FLOW ADDITION
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
[INDUSTRIAL area type ] Time of concentration = 6.63 mm.
Rainfall intensity = 6.149(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KcIA, C = 0.850
Subarea runoff = 10.453(CFS) for 2.000(Ac.)
Total runoff = 15.784(CFS) Total area = 3.00(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2403.000 to Point/Station 2404.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 380.00(Ft.)
Downstream point/station elevation = 372.00(Ft.)
Pipe length = 450.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.784(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 15.784(CFS)
Normal flow depth in pipe = 11.04(m.)
Flow top width inside pipe = 28.94(in.)
Critical Depth = 16.10(In.)
Pipe flow velocity = 9.64(Ft/s)
Travel time through pipe = 0.78 mm.
Time of concentration (Tc) = 7.41 mm.
Process from Point/Station 2404.000 to Point/Station 2404.000
SUBAREA FLOW ADDITION
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
C [INDUSTRIAL area type
Time of concentration = 7.41 mm.
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Rainfall intensity = 5.724(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 15.910(CFS) for 3.270(Ac.)
Total runoff = 31.694(CFS) Total area = 6.27(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2404.000 to Point/Station 2304.000 *1c PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 369.88(Ft.)
Downstream point/station elevation = 367.86(Ft.)
Pipe length = 100.90(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 31.694(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 31.694(CFS)
Normal flow depth in pipe = 14.32(m.)
Flow top width inside pipe = 29.97(m.)
Critical Depth = 22.99(In.)
Pipe flow velocity = 13.69(Ft/s)
Travel time through pipe = 0.12 mm.
Time of concentration (TC) = 7.53 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2404.000 to Point/Station 2304.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 6.270(Ac.)
Runoff from this stream = 31.694(CFS)
Time of concentration = 7.53 mm.
Rainfall intensity = 5.664(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2301.000 to Point/Station 2302.000
INITIAL AREA EVALUATION
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
[INDUSTRIAL area type ] Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 390.00(Ft.)
Lowest elevation = 388.00(Ft.)
Elevation difference = 2.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.57 mm.
TC = [1.8(1.1_c)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*(100.00A.5)/( 2.00A(1/3)1= 3.57
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KcIA) is C = 0.850
Subarea runoff = 0.627(CFS)
Total initial stream area = 0.100(Ac.)
Process from Point/Station 2302.000 to Point/Station 2303.000
c) ***lt IMPROVED CHANNEL TRAVEL TIME
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Upstream point elevation = 388.00(Ft.)
Downstream point elevation = 385.00(Ft.)
Channel length thru subarea = 430.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'z' of left channel bank = 20.000
Slope or 'z' of right channel bank = 20.000
Estimated mean flow rate at midpoint of channel =
Manning's 'N t = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 9.720(CFS)
Depth of flow = 0.411(Ft.), Average velocity =
Channel flow top width = 16.435(Ft.)
Flow Velocity = 2.88(Ft/s)
Travel time = 2.49 mm.
Time of concentration = 7.49 mm.
Critical depth = 0.430(Ft.)
Adding area flow to channel
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
[INDUSTRIAL area type
9. 720(CFS)
2. 879(Ft/s)
Rainfall intensity = 5.685(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 14.013(CFS) for 2.900(Ac.)
Total runoff = 14.640(CFS) Total area = 3.00(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2303.000 to Point/Station 2303.000
SUBAREA FLOW ADDITION
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
[INDUSTRIAL area type ]
Time of concentration = 7.49 mm.
Rainfall intensity = 5.685(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 6.378(CFS) for 1.320(Ac.)
Total runoff = 21.018(cFS) Total area = 4.32(Ac.)
Process from Point/Station 2303.000 to Point/Station 2304.000
PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 375.00(Ft.)
Downstream point/station elevation = 368.03(Ft.)
Pipe length = 42.37(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 21.018(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 21.018(cFS)
Normal flow depth in pipe = 7.16(m.)
Flow top width inside pipe = 21.96(m.) critical Depth = 19.71(mn.)
Pipe flow velocity = 26.71(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 7.52 mm.
+++++++++++++++++++++++++++++++++++++4±H-+++++++++++++++++++++++++++++
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c605P1 . OUT
Process from Point/Station 2303.000 to Point/Station 2304.000
CONFLUENCE OF MINOR STREAMS 1c
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 4.320(Ac.)
Runoff from this stream = 21.018(CFs)
Time of concentration = 7.52 mm.
Rainfall intensity = 5.672(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 31.694 7.53 5.664
2 21.018 7.52 5.672
Qmax(1) =
1.000 * 1.000 * 31.694) +
0.999 * 1.000 * 21.018) + = 52.683
Qmax(2) =
1.000 * 0.998 * 31.694) +
1.000 * 1.000 21.018) + = 52.643
Total of 2 streams to confluence:
Flow rates before confluence point:
31.694 21.018
Maximum flow rates at confluence using above data:
52.683 52.643
Area of streams before confluence:
6.270 4.320
Results of confluence:
Total flow rate = 52.683(CFS)
Time of concentration = 7.532 mm.
Effective stream area after confluence = 10.590(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2304.000 to Point/Station 2405.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 367.53(Ft.)
Downstream point/station elevation = 354.89(Ft.)
Pipe length = 252.70(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 52.683(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 52.683(CFS)
Normal flow depth in pipe = 16.30(m.)
Flow top width inside pipe = 29.89(In.)
Critical Depth = 27.96(m.)
Pipe flow velocity = 19.33(Ft/s)
Travel time through pipe = 0.22 mm.
Time of concentration (Tc) = 7.75 mm.
Process from Point/Station 2304.000 to Point/Station 2405.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 10.590(Ac.)
Runoff from this stream = 52.683(CFS)
C Time of concentration = 7.75 mm.
Rainfall intensity = 5.561(In/Hr)
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c605P1. OUT
C
Process from Point/Station 2411.000 to Point/Station 2412.000
INITIAL AREA EVALUATION
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
[INDUSTRIAL area type 3
Initial subarea flow distance = 93.00(Ft.)
Highest elevation = 383.18(Ft.)
Lowest elevation = 381.46(Ft.)
Elevation difference = 1.72(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.54 mm.
Ic = [1.8(1.1_c)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*( 93.00A.5)/( 1.85A(1/3)1= 3,54
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KcIA) is C = 0.850
Subarea runoff = 0.063(cFS)
Total initial stream area = 0.010(Ac.)
+ ++++++ ++ +++++++++++++ + ++ ++ ++++++++++++++++++++++++++++++ + ++ ++++++++ + +
Process from Point/Station 2412.000 to Point/Station 2413.000
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 381.460(Ft.) ( End of street segment elevation = 366.000(Ft.)
Length of street segment = 295.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(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 [1] 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 = 0.077(cFS)
Depth of flow = 0.074(Ft.),Average velocity = 2.373(Ft/s)
Streetfiow hydraulics at midpoint of Street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.37(Ft/s)
Travel time = 2.07 min. TC = 7.07 mm.
Adding area flow to street
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
[INDUSTRIAL area type 3
Rainfall intensity = 5.899(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 2.307(CFS) for 0.460(Ac.)
C Total runoff = 2.369(CFs) Total area = 0.47(Ac.)
Street flow at end of street = 2.369(cFs)
Page 40
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c605P1.OUT
Half street flow at end of street = 2.369(CFS)
Depth of flow = 0.236(Ft.), Average velocity = 4.145(Ft/s)
Flow width (from curb towards crown)= 7.074(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2413.000 to Point/Station 2504.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 356.37(Ft.)
Downstream point/station elevation = 355.89(Ft.)
Pipe length = 4.75(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.369(CFS)
Given pipe size = 18.00(In.)
calculated individual pipe flow = 2.369(CFS)
Normal flow depth in pipe = 3.25(In.)
Flow top width inside pipe = 13.84(In.)
Critical Depth = 6.99(In.)
Pipe flow velocity = 10.92(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 7.08 mm.
++++++++ + ++++ + ++++++ + ++++++++++++++++++++++++++++++ + ++ ++ ++++++ +
Process from Point/Station 2413.000 to Point/Station 2504.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.470(Ac.)
Runoff from this stream = 2.369(CFS)
- Time of concentration = 7.08 mm.
(J Rainfall intensity = 5.895(In/Hr)
+++ ++ + + + + + + ++ +++++++++++ +++++++++++++++++++ +++++++ +++++++++++++++++++ +
Process from Point/Station 2411.000 to Point/Station 2414.000
INITIAL AREA EVALUATION
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
[INDUSTRIAL area type I
Initial subarea flow distance = 74.00(Ft.)
Highest elevation = 383.18(Ft.)
Lowest elevation = 381.46(Ft.)
Elevation difference = 1.72(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 2.92 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*( 74.00A.5)/( 2.32A(1/3)]= 2.92
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
subarea runoff = 0.063(cFs)
Total initial stream area = 0.010(Ac.)
Process from Point/Station 2414.000 to Point/Station 2415.000
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 381.460(Ft.)
Page 41
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End of street segment elevation = 366.000(Ft.)
Length of street segment = 280.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(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 [1] 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(m.)
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 = 0.075(CFS)
Depth of flow = 0.072(Ft.), Average velocity = 2.400(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.40(Ft/s)
Travel time = 1.94 min. TC = 6.94 mm.
Adding area flow to street
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
[INDUSTRIAL area type ]
Rainfall intensity = 5.969(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 1.928(CFS) for 0.380(Ac.)
C Total runoff = 1.991(CFS) Total area = 0.39(Ac.)
street flow at end of street = 1.991(CFS)
Half street flow at end of Street = 1.991(CFS)
Depth of flow = 0.224(Ft.), Average velocity = 4.069(Ft/s)
Flow width (from curb towards crown)= 6.466(Ft.)
Process from Point/Station 2415.000 to Point/Station 2405.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 358.03(Ft.)
Downstream point/station elevation = 355.89(Ft.)
Pipe length = 42.75(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.991(CFS)
Given pipe size = 18.00(m.)
calculated individual pipe flow = 1.991(CFS)
Normal flow depth in pipe = 3.54(In.)
Flow top width inside pipe = 14.31(In.)
Critical Depth = 6.37(mn.)
Pipe flow velocity = 8.10(Ft/s)
Travel time through pipe = 0.09 mm.
Time of concentration (Tc) = 7.03 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2415.000 to Point/Station 2405.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 3
Stream flow area = 0.390(Ac.)
C Runoff from this stream = 1.991(CFS)
Time of concentration = 7.03 mm.
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c605P1. OUT
( Rainfall intensity = 5.921(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 52.683 7.75 5.561
2 2.369 7.08 5.895
3 1.991 7.03 5.921
Qmax(l) =
1.000 * 1.000 * 52.683) +
0.943 1.000 * 2.369) +
0.939 * 1.000 * 1.991) + = 56.787
Qmax(2) =
1.000 * 0.913 * 52.683) +
1.000 1.000 * 2.369) +
0.996 * 1.000 * 1.991) + = 52.470
Qmax(3) =
1.000 * 0.907 * 52.683) +
1.000 * 0.993 * 2.369) +
1.000 * 1.000 * 1.991) + = 52.145
Total of 3 streams to confluence:
Flow rates before confluence point:
52.683 2.369 1.991
Maximum flow rates at confluence using above data:
56.787 52.470 52.145
Area of streams before confluence:
10.590 0.470 0.390
Results of confluence:
Total flow rate = 56.787(CFS)
Time of concentration = 7.750 mm.
Effective stream area after confluence = 11.450(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2405.000 to Point/Station 116.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 354.39(Ft.)
Downstream point/station elevation = 352.50(Ft.)
Pipe length = 37.79(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 56.787(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 56.787(CFS)
Normal flow depth in pipe = 15.40(In.)
Flow top width inside pipe = 35.62(In.)
Critical Depth = 29.31(m.)
Pipe flow velocity = 19.67(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 7.78 mm.
++ + + ++++++ ++++++++++++++++++++ +++++++++++++++++ ++++++++ +++++ ++ +
Process from Point/Station 2405.000 to Point/Station 116.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main stream number: 2
Stream flow area = 11.450(Ac.)
Runoff from this stream = 56.787(CFS)
Time of concentration = 7.78 mm.
Page 43
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Rainfall intensity = 5.546(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 164.992 7.66 5.601
2 56.787 7.78 5.546
Qmax(1) =
1.000 1.000 164.992) +
1.000 * 0.985 * 56.787) + = 220.912
Qmax(2) =
0.990 * 1.000 * 164.992) +
1.000 * 1.000 * 56.787) + = 220.150
Total of 2 main streams to confluence:
Flow rates before confluence point:
164.992 56.787
Maximum flow rates at confluence using above data:
220.912 220.150
Area of streams before confluence:
46.870 11.450
Results of confluence:
Total flow rate = 220.912(CFS)
Time of concentration = 7.663 mm.
Effective stream area after confluence = 58.320(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 116.500
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 351.00(Ft.)
Downstream point/station elevation = 341.90(Ft.)
Pipe length = 218.77(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 220.912(CFS)
Given pipe size = 54.00(m.)
calculated individual pipe flow = 220.912(CFS)
Normal flow depth in pipe = 28.59(in.)
Flow top width inside pipe = 53.91(m.)
Critical Depth = 49.91(m.)
Pipe flow velocity = 25.82(Ft/s)
Travel time through pipe = 0.14 mm.
Time of concentration (Tc) = 7.80 mm.
Process from Point/Station 116.000 to Point/Station 116.500
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 58.320(Ac.)
Runoff from this stream = 220.912(CFS)
Time of concentration = 7.80 mm.
Rainfall intensity = 5.536(In/Hr)
Q Process from Point/Station 115.100 to Point/Station 115.200
INITIAL AREA EVALUATION
Page 44
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Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
Note: user entry of impervious value, Ap =0.850
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 369.76(Ft.)
Lowest elevation = 369.26(Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.50 mm.
TC = [1.8*(1.1_C)distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8972)*( 26.00A.5)/( 1.92A(1/3)]= 1.50
setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.897
Subarea runoff = 0.066(cFS)
Total initial stream area = 0.010(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+
Process from Point/Station 115.200 to Point/Station 116.600
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 369.260(Ft.)
End of street segment elevation = 358.870(Ft.)
Length of street segment = 305.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Q width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.094
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] 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 = 1.200(Ft.)
Gutter hike from flowline = 1.330(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 = 0.080(CFS)
Depth of flow = 0.084(Ft.), Average velocity = 2.082(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.200(Ft.)
Flow velocity = 2.08(Ft/s)
Travel time = 2.44 min. TC = 7.44 mm.
Adding area flow to street
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ] Note: user entry of impervious value, Ap = 0.850
Rainfall intensity = 5.708(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.897
subarea runoff = 2.151(CFS) for 0.420(Ac.)
Total runoff = 2.217(CFS) Total area = 0.43(Ac.)
Street flow at end of street = 2.217(CFS)
Half street flow at end of street = 2.217(CFS)
Depth of flow = 0.258(Ft.), Average velocity = 3.470(Ft/s)
Flow width (from curb towards crown)= 7.463(Ft.)
Page 45
c605P1. OUT C
Process from Point/Station 116.600 to Point/Station 116.500
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 344.00(Ft.)
Downstream point/station elevation = 343.40(Ft.)
Pipe length = 5.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.217(CFS)
Given pipe size = 18.00(in.)
Calculated individual pipe flow = 2.217(CFS)
Normal flow depth in pipe = 3.05(In.)
Flow top width inside pipe = 13.50(in.)
Critical Depth = 6.75(In.)
Pipe flow velocity = 11.19(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 7.45 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.600 to Point/Station 116.500
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.430(Ac.)
Runoff from this stream = 2.217(CFS)
Time of concentration = 7.45 mm.
Rainfall intensity = 5.705(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 220.912 7.80 5.536
2 2.217 7.45 5.705
Qmax(1) =
1.000 * 1.000 220.912) +
0.970 * 1.000 * 2.217) + = 223.064
Qmax(2) =
1.000 * 0.954 * 220.912) +
1.000 * 1.000 2.217) + = 213.063
Total of 2 streams to confluence:
Flow rates before confluence point:
220.912 2.217
Maximum flow rates at confluence using above data:
223.064 213.063
Area of streams before confluence:
58.320 0.430
Results of confluence:
Total flow rate = 223.064(CFS)
Time of concentration = 7.805 mm.
Effective stream area after confluence = 58.750(Ac.)
Process from Point/Station 116.500 to Point/Station 117.000
PIPEFLOW TRAVEL TIME (User specified size)
C Upstream point/station elevation = 341.90(Ft.)
Downstream point/station elevation = 341.00(Ft.)
Page 46
C c605P1.OUT
Pipe length = 21.58(Ft.) Manning's N = 0.013
No. of pipes .= 1 Required pipe flow = 223.064(CFS)
Given pipe size = 54.00(In.)
Calculated individual pipe flow = 223.064(CFS)
Normal flow depth in pipe = 28.73(in.)
Flow top width inside pipe = 53.89(m.)
Critical Depth = 49.99(In.)
Pipe flow velocity = 25.91(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 7.82 mm.
++++++++ ++ + + + + ++++++++++ +++ ++++++++++++++++ +++++++++++++++++++++++++ + +
Process from Point/Station 116.500 to Point/Station 117.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 58.750(Ac.)
Runoff from this stream = 223.064(CFS)
Time of concentration = 7.82 mm.
Rainfall intensity = 5.529(In/Hr)
Program is now starting with Main Stream No. 2
+ ++ + + + + + + + + + + +++ ++ +++++++++++++++++++++++++++++++ ++++++++++++++++++++ +
Process from Point/Station 2407.000 to Point/Station 2408.000
INITIAL AREA EVALUATION
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
[INDUSTRIAL area type ] Initial subarea flow distance = 200.00(Ft.)
Highest elevation = 399.00(Ft.)
Lowest elevation = 395.00(Ft.)
Elevation difference = 4.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 5.05 mm.
TC = [1.8*(1.1_C)distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*(200.00A.5)/( 2.00A(1/3)1= 5.05
Rainfall intensity (I) = 7.329 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.623(CFS)
Total initial stream area = 0.100(Ac.)
Process from Point/Station 2408.000 to Point/Station 2409.000
IMPROVED CHANNEL TRAVEL TIME
Upstream point elevation = 395.00(Ft.)
Downstream point elevation = 390.00(Ft.)
channel length thru subarea = 350.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'z' of left channel bank = 20.000
Slope or 'z' of right channel bank = 20.000
Estimated mean flow rate at midpoint of channel = 4.361(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
C Flow(q) thru subarea = 4.361(CFS)
Depth of flow = 0.266(Ft.), Average velocity = 3.082(Ft/s)
Page 47
O c605P1.OUT
Channel flow top width = 10.639(Ft.)
Flow Velocity = 3.08(Ft/s)
Travel time = 1.89 mm.
Time of concentration = 6.94 mm.
Critical depth = 0.313(Ft.)
Adding area flow to channel
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
[INDUSTRIAL area type
Rainfall intensity = 5.969(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 6.088(CFS) for 1.200(Ac.)
Total runoff = 6.711(CFS) Total area = 1.30(Ac.)
+++++ ++ + +++++ ++ +++++++++++++++ +++++++++++ ++++ + +++++ ++++ ++++++++++++++ +
Process from Point/Station 2409.000 to Point/Station 2410.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 380.00(Ft.)
Downstream point/station elevation = 370.00(Ft.)
Pipe length = 500.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.711(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 6.711(CFS)
Normal flow depth in pipe = 7.46(in.)
Flow top width inside pipe = 22.22(m.)
Critical Depth = 11.01(m.)
C Pipe flow velocity = 8.06(Ft/s)
Travel time through pipe = 1.03 mm.
Time of concentration (TC) = 7.98 mm.
Process from Point/Station 2410.000 to Point/Station 2410.000
SUBAREA FLOW ADDITION
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
[INDUSTRIAL area type ]
Time of concentration = 7.98 mm.
Rainfall intensity = 5.458(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 10.206(CFS) for 2.200(Ac.)
Total runoff = 16.918(CFS) Total area = 3.50(Ac.)
Process from Point/Station 2410.000 to Point/Station 123.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 370.00(Ft.)
Downstream point/station elevation = 364.00(Ft.)
Pipe length = 750.00(Ft.) Manning's N = 0.010
No. of pipes = 1 Required pipe flow = 16.918(CFS)
Given pipe size = 36.00(m.)
Calculated individual pipe flow = 16.918(CFS)
C Normal flow depth in pipe = 11.43(m.)
Flow top width inside pipe = 33.51(m.)
Page 48
c605P1. OUT
Critical Depth = 15.78(m.)
Pipe flow velocity = 8.78(Ft/s)
Travel time through pipe = 1.42 mm.
Time of concentration (TC) = 9.40 mm.
Process from Point/Station 123.000 to Point/Station 123.000
SUBAREA FLOW ADDITION
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
[INDUSTRIAL area type ]
Time of concentration = 9.40 mm.
Rainfall intensity = 4.909(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 36.556(CFS) for 8.760(Ac.)
Total runoff = 53.474(CFS) Total area = 12.26(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 123.000 to Point/Station 117.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 354.17(Ft.)
Downstream point/station elevation = 342.17(Ft.)
Pipe length = 60.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 53.474(CFS)
Q
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 53.474(CFS)
Normal flow depth in pipe = 10.32(In.)
Flow top width inside pipe = 32.56(m.)
Critical Depth = 28.49(In.)
Pipe flow velocity = 31.95(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 9.43 mm.
Process from Point/Station 123.000 to Point/Station 117.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 12.260(Ac.)
Runoff from this stream = 53.474(CFS)
Time of concentration = 9.43 mm.
Rainfall intensity = 4.899(In/Hr)
Program is now starting with Main Stream No. 3
Process from Point/Station 115.300 to Point/Station 115.200
INITIAL AREA EVALUATION 1(
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
Q [INDUSTRIAL area type ] Initial subarea flow distance = 26.00(Ft.)
Page 49
c605P1. OUT
C') Highest elevation = 369.76(Ft.)
Lowest elevation = 369.26(Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App x-c) = 1.85 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*( 26.00A.5)/( 1.92A(1/3)1= 1.85
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.063(cFs)
Total initial stream area = 0.010(Ac.)
Process from Point/Station 115.200 to Point/Station 121.000
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of Street segment elevation = 369.260(Ft.)
End of street segment elevation = 357.050(Ft.)
Length of street segment = 330.000(Ft.)
Height of curb above gutter flowline = 6.0(m.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(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 [1] 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 = 0.083(CFS)
Depth of flow = 0.081(Ft.), Average velocity = 2.122(Ft/s)
streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.12(Ft/s)
Travel time = 2.59 mm. TC = 7.59 mm.
Adding area flow to street
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 o = 0.000
[INDUSTRIAL area type ]
Rainfall intensity = 5.635(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 3.113(CFS) for 0.650(Ac.)
Total runoff = 3.176(CFS) Total area = 0.66(Ac.)
Street flow at end of street = 3.176(CFS)
Half street flow at end of street = 3.176(CFS)
Depth of flow = 0.268(Ft.), Average velocity = 3.878(Ft/s)
Flow width (from curb towards crown)= 8.648(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 121.000 to Point/Station 117.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 344.92(Ft.)
Downstream point/station elevation = 342.67(Ft.)
Pipe length = 42.25(Ft.) Manning's N = 0.013
Page 50
c605P1. OUT
C NO. of pipes = 1 Required pipe flow = 3.176(CFS)
Given pipe size = 30.00(m.)
calculated individual pipe flow = 3.176(CFS)
Normal flow depth in pipe = 3.76(m.)
Flow top width inside pipe = 19.88(m.)
Critical Depth = 7.01(m.)
Pipe flow velocity = 8.92(Ft/s)
Travel time through pipe = 0.08 mm.
Time of concentration (TC) = 7.67 mm.
Process from Point/Station 121.000 to Point/Station 117.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main stream is listed:
In Main Stream number: 3
Stream flow area = 0.660(Ac.)
Runoff from this stream = 3.176(CFS)
Time of concentration = 7.67 mm.
Rainfall intensity = 5.598(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 223.064 7.82 5.529
2 53.474 9.43 4.899
3 3.176 7.67 5.598
Qmax(1) =
1.000 * 1.000 * 223.064) +
1.000 * 0.829 * 53.474) +
0.988 * 1.000 * 3.176) + = 270.527
Qmax(2) =
0.886 * 1.000 * 223.064) +
1.000 1.000 53.474) +
0.875 * 1.000 * 3.176) + = 253.891
Qmax(3) =
1.000 * 0.981 * 223.064) +
1.000 * 0.813 * 53.474) +
1.000 * 1.000 * 3.176) + = 265.509
Total of 3 main streams to confluence:
Flow rates before confluence point:
223.064 53.474 3.176
Maximum flow rates at confluence using above data:
270.527 253.891 265.509
Area of streams before confluence:
58.750 12.260 0.660
Results of confluence:
Total flow rate = 270.527(CFS)
Time of concentration = 7.819 mm.
Effective stream area after confluence = 71.670(Ac.)
Process from Point/Station 117.000 to Point/Station 118.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 340.67(Ft.)
Page 51
Q
c605P1.OUT
Downstream point/station elevation = 326.46(Ft.)
Pipe length = 285.56(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 270.527(CFS)
Given pipe size = 54.00(m.)
Calculated individual pipe flow = 270.527(CFS)
Normal flow depth in pipe = 30.66(m.)
Flow top width inside pipe = 53.50(m.)
Critical depth could not be calculated.
Pipe flow velocity = 29.01(Ft/s)
Travel time through pipe = 0.16 mm.
Time of concentration (TC) = 7.98 mm.
Process from Point/Station 117.000 to Point/Station 118.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 71.670(Ac.)
Runoff from this stream = 270.527(CFS)
Time of concentration = 7.98 mm.
Rainfall intensity = 5.456(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-f-+++++
Process from Point/Station 2501.000 to Point/Station 2502.000
INITIAL AREA EVALUATION
User specified 'C' value of 0.850 given for subarea
Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 396.00(Ft.) Co Lowest elevation = 394.00(Ft.)
Elevation difference = 2.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.57 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*(100.00A.5)/( 2.00A(1/3)1= 3.57
setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 0.627(CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2502.000 to Point/Station 2503.000
IMPROVED CHANNEL TRAVEL TIME
Upstream point elevation = 394.00(Ft.)
Downstream point elevation = 389.00(Ft.)
Channel length thru subarea = 300.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'z' of left channel bank = 20.000
Slope or 'z' of right channel bank = 20.000
Estimated mean flow rate at midpoint of channel
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 3.762(CFS)
Depth of flow = 0.244(Ft.), Average velocity
Channel flow top width = 9.779(Ft.)
Flow velocity = 3.15(Ft/s)
C) Travel time = 1.59 mm.
Time of concentration = 6.59 mm.
Page 52
3 .762(CFS)
3. 147(Ft/s)
0 Critical depth =
Adding area flow
user specified 'C'
Rainfall intensity
Runoff coefficient
Subarea runoff =
Total runoff =
c605P1. OUT
0. 293 (Ft . )
to channel
value of 0.850 given for subarea
= 6.175(In/Hr) for a 100.0 year storm
used for sub-area, Rational method,Q=KCIA, C = 0.850
5.248(CFS) for 1.000(Ac.)
5.875(CFS) Total area = 1.10(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2503.000 to Point/Station 2503.000
SUBAREA FLOW ADDITION
user specified 'C' value of 0.850 given for subarea
Time of concentration = 6.59 mm.
Rainfall intensity = 6.175(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 12.596(CFS) for 2.400(Ac.)
Total runoff = 18.472(CFS) Total area = 3.50(Ac.)
Process from Point/Station 2503.000 to Point/Station 2504.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 380.00(Ft.)
Downstream point/station elevation = 375.00(Ft.)
Pipe length = 480.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 18.472(CFS)
Given pipe size = 24.00(In.)
,-•, Calculated individual pipe flow = 18.472(CFS)
Normal flow depth in pipe = 14.47(In.)
Flow top width inside pipe = 23.48(In.)
Critical Depth = 18.58(In.)
Pipe flow velocity = 9.33(Ft/s)
Travel time through pipe = 0.86 mm.
Time of concentration (TC) = 7.45 mm.
+++++ + +++++ +++ +++++++++++++++ ++ ++++++++++++++ ++++++++ + +++++++++++++++ +
Process from Point/Station 2504.000 to Point/Station 2504.000
SUBAREA FLOW ADDITION
user specified 'C' value of 0.850 given for subarea
Time of concentration = 7.45 mm.
Rainfall intensity = 5.706(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 20.274(CFS) for 4.180(Ac.)
Total runoff = 38.746(CFS) Total area = 7.68(Ac.)
Process from Point/Station 2504.000 to Point/Station 118.500
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 368.20(Ft.)
Downstream point/station elevation = 329.36(Ft.)
Pipe length = 111.90(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 38.746(CFS)
Given pipe size = 30.00(in.)
Calculated individual pipe flow = 38.746(CFS)
Q Normal flow depth in pipe = 8.12(In.)
Flow top width inside pipe = 26.66(In.)
Page 53
O c605P1.OUT
critical Depth = 25.20Cm.)
Pipe flow velocity = 36.09(Ft/s)
Travel time through pipe = 0.05 mm.
Time of concentration (Tc) = 7.50 mm.
Process from Point/Station 118.500 to Point/Station 118.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 329.03(Ft.)
Downstream point/station elevation = 328.13(Ft.)
Pipe length = 45.24(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 38.746(cFS)
Given pipe size = 30.00(in.)
Calculated individual pipe flow = 38.746(cFS)
Normal flow depth in pipe = 17.95(m.)
Flow top width inside pipe = 29.41(m.)
Critical Depth = 25.20(in.)
Pipe flow velocity = 12.63(Ft/s)
Travel time through pipe = 0.06 mm.
Time of concentration (Tc) = 7.56 mm.
Process from Point/Station 118.500 to Point/Station 118.000
** CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 7.680(Ac.)
Runoff from this stream = 38.746(cFS)
C%, Time of concentration = 7.56 mm.
Rainfall intensity = 5.652(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 270.527 7.98 5.456
2 38.746 7.56 5.652
Qmax(1) =
1.000 * 1.000 * 270.527) +
0.965 * 1.000 * 38.746) + = 307.928
Qmax(2) =
1.000 * 0.947 * 270.527) +
1.000 * 1.000 * 38.746) + = 294.861
Total of 2 streams to confluence:
Flow rates before confluence point:
270.527 38.746
Maximum flow rates at confluence using above data:
307.928 294.861
Area of streams before confluence:
71.670 7.680
Results of confluence:
Total flow rate = 307.928(cFS)
Time of concentration = 7.983 mm.
Effective stream area after confluence = 79.350(Ac.)
0 Process from Point/Station 118.000 to Point/Station 119.000
Page 54
c605P1. OUT 0 PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 326.13(Ft.)
Downstream point/station elevation = 301.50(Ft.)
Pipe length = 310.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 307.928(CFS)
Given pipe size = 54.00(In.)
calculated individual pipe flow = 307.928(CFS)
Normal flow depth in pipe = 28.76(m.)
Flow top width inside pipe = 53.89(m.)
Critical depth could not be calculated.
Pipe flow velocity = 35.77(Ft/s)
Travel time through pipe = 0.14 mm.
Time of concentration (TC) = 8.13 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 118.000 to Point/Station 119.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 79.350(Ac.)
Runoff from this stream = 307.928(CFS)
Time of concentration = 8.13 mm.
Rainfall intensity = 5.393(In/Hr)
Process from Point/Station 120.000 to Point/Station 121.000
INITIAL AREA EVALUATION
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
[RURAL (greater than 1/2 acre) area type I
Initial subarea flow distance = 65.00(Ft.)
Highest elevation = 386.00(Ft.)
Lowest elevation = 356.00(Ft.)
Elevation difference = 30.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App x-C) = 3.03 mm.
IC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.3500)*( 65.00A.5)/( 46.15A(1/3)1= 3.03
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
Subarea runoff = 0.026(CFS)
Total initial stream area = 0.010(Ac.)
Process from Point/Station 121.000 to Point/Station 122.000
**1C* STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 356.000(Ft.)
End of street segment elevation = 316.000(Ft.)
Length of street segment = 590.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(Ft.)
C Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Page 55
Q c605P1.OUT
Street flow is on [1) 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(m.)
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 = 0.045(CFS)
Depth of flow = 0.057(Ft.), Average velocity = 2.279(Ft/s)
streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.28(Ft/s)
Travel time = 4.32 mm. TC = 9.32 mm.
Adding area flow to street
user specified 'C' value of 0.530 given for subarea
Rainfall intensity = 4.939(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.530
Subarea runoff = 3.795(CFS) for 1.450(Ac.)
Total runoff = 3.821(CFS) Total area = 1.46(Ac.)
Street flow at end of street = 3.821(CFS)
Half street flow at end of street = 3.821(CFS)
Depth of flow = 0.260(Ft.), Average velocity = 5.107(Ft/s)
Flow width (from curb towards crown)= 8.228(Ft.)
+++++++++++++++++++++++ ++ + +++ ++ ++++++++++ + +
Process from Point/Station 122.000 to Point/Station 119.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 305.50(Ft.)
Downstream point/station elevation = 304.50(Ft.)
Pipe length = 42.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.821(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.821(CFS)
Normal flow depth in pipe = 5.96(mn.)
Flow top width inside pipe = 16.94(In.)
Critical Depth = 8.96(mn.)
Pipe flow velocity = 7.49(Ft/s)
Travel time through pipe = 0.09 mm.
Time of concentration (TC) = 9.41 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 119.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.460(Ac.)
Runoff from this stream = 3.821(CFS)
Time of concentration = 9.41 mm.
Rainfall intensity = 4.907(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 123.000 to Point/Station 124.000
INITIAL AREA EVALUATION
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
Page 56
C)
c605P1.OUT
[RURAL (greater than 1/2 acre) area type ]
Initial subarea flow distance = 30.00(Ft.)
Highest elevation = 372.00(Ft.)
Lowest elevation = 356.00(Ft.)
Elevation difference = 16.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App x-c) = 1.96 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
ic = [1.8*(1.1_0.3500)*( 30.00A.5)/( 53.33A(1/3)1=
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff = 0.026(CFS)
Total initial stream area = 0.010(Ac.)
1.96
storm
is C = 0.350
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4
Process from Point/Station 124.000 to Point/Station 125.000
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 356.000(Ft.)
End of street segment elevation = 316.000(Ft.)
Length of street segment = 590.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(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 [1] side(s) of the Street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
L.. Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(m.)
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 = 0.033(CFS)
Depth of flow = 0.051(Ft.), Average velocity = 2.107(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.11(Ft/s)
Travel time = 4.67 mm. TC = 9.67 mm.
Adding area flow to street
User specified 'C' value of 0.860 given for subarea
Rainfall intensity = 4.822(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.860
Subarea runoff = 2.156(cFS) for 0.520(Ac.)
Total runoff = 2.182(CFS) Total area = 0.53(Ac.)
Street flow at end of street = 2.182(CFS)
Half street flow at end of street = 2.182(CFS)
Depth of flow = 0.224(Ft.), Average velocity = 4.498(Ft/s)
Flow width (from curb towards crown)= 6.434(Ft.)
Process from Point/Station 125.000 to Point/Station 119.000
PIPEFLOW TRAVEL TIME (user specified size)
upstream point/station elevation = 305.00(Ft.)
Downstream point/station elevation = 304.50(Ft.)
Pipe length = 4.25(Ft.) Manning's N = 0.013
O No. of pipes = 1 Required pipe flow = 2.182(CFS)
Given pipe size = 18.00(In.)
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C',
calculated individual pipe flow = 2.182(CFS)
Normal flow depth in pipe = 3.00(m.)
Flow top width inside pipe = 13.42(m.)
Critical Depth = 6.69(m.)
Pipe flow velocity = 11.24(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 9.67 mm.
Process from Point/Station. 125.000 to Point/Station 119.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.530(Ac.)
Runoff from this stream = 2.182(cFS)
Time of concentration = 9.67 mm.
Rainfall intensity = 4.820(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (cFS) (mm) (In/Hr)
1 307.928 8.13 5.393
2 3.821 9.41 4.907
3 2.182 9.67 4.820
Qmax(1) =
1.000 1.000 * 307.928) +
1.000 * 0.864 * 3.821) +
1.000 * 0.840 * 2.182) + = 313.061
( Qmax(2) =
0.910 * 1.000 307.928) +
1.000 * 1.000 * 3.821) +
1.000 0.973 * 2.182) + = 286.107
Qmax(3) =
0.894 * 1.000 * 307.928) +
0.982 * 1.000 * 3.821) +
1.000 * 1.000 * 2.182) + = 281.128
Total of 3 streams to confluence:
Flow rates before confluence point:
307.928 3.821 2.182
Maximum flow rates at confluence using above data:
313.061 286.107 281.128
Area of streams before confluence:
79.350 1.460 0.530
Results of confluence:
Total flow rate = 313.061(CFS)
Time of concentration = 8.127 mm.
Effective stream area after confluence = 81.340(Ac.)
+++++++++ ++ + + ++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++ +
Process from Point/Station 119.000 to Point/Station 128.000
PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 301.00(Ft.)
Downstream point/station elevation = 295 .16(Ft.)
Pipe length = 63.92(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 313.061(CFS)
/ . Given pipe size = 60.00(In.)
Calculated individual pipe flow = 313.061(CFS)
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Normal flow depth in pipe = 26.30(m.)
Flow top width inside pipe = 59.54(m.)
critical Depth = 56.58(In.)
Pipe flow velocity = 37.80(Ft/s)
Travel time through pipe = 0.03 mm.
Time of concentration (TC) = 8.16 mm.
Process from Point/Station 119.000 to Point/Station 128.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 81.340(Ac.)
Runoff from this stream = 313.061(CFS)
Time of concentration = 8.16 mm.
Rainfall intensity = 5.381(In/Hr)
Program is now starting with Main Stream No. 2
+4- + + + + + + + ++++++++++ ++++ +++++++++++++++++++++++ ++++++++++++++++++++ +
Process from Point/Station 164.000 to Point/Station 165.000
INITIAL AREA EVALUATION
User specified 'C' value of 0.880 given for subarea
Initial subarea flow distance = 460.00(Ft.)
Highest elevation = 366.00(Ft.)
Lowest elevation = 360.00(Ft.)
Elevation difference = 6.00(Ft.)
Time of concentration calculated by the urban 1J areas overland flow method (App X-C) = 7.77 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8800)*(460.00A.5)/( 1.30A(1/3)]= 7.77
Rainfall intensity (I) = 5.550 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.880
Subarea runoff = 18.608(CFS)
Total initial stream area = 3.810(Ac.)
Process from Point/Station 165.000 to Point/Station 132.000
PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 349.88(Ft.)
Downstream point/station elevation = 344.33(Ft.)
Pipe length = 120.60(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.608(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 18.608(CFS)
Normal flow depth in pipe = 12.47(m.)
Flow top width inside pipe = 16.61(In.)
Critical depth could not be calculated.
Pipe flow velocity = 14.25(Ft/s)
Travel time through pipe = 0.14 mm.
Time of concentration (rc) = 7.91 nun.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 165.000 to Point/Station 132.000
CONFLUENCE OF MINOR STREAMS 11c
/-.- -'
Along Main Stream number: 2 in normal stream number 1
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Stream flow area = 3.810(Ac.)
Runoff from this stream = 18.608(CFS)
Time of concentration = 7.91 mm.
Rainfall intensity = 5.486(In/Hr)
Process from Point/Station 129.000 to Point/Station 130.000
INITIAL AREA EVALUATION
user specified 'C' value of 0.850 given for subarea
Initial subarea flow distance = 570.00(Ft.)
Highest elevation = 437.00(Ft.)
Lowest elevation = 425.00(Ft.)
Elevation difference = 12.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.38 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*(570.00A.5)/( 2.11A(1/3)1= 8.38
Rainfall intensity (I) = 5.286 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
subarea runoff = 18.468(CFS)
Total initial stream area = 4.110(Ac.)
Process from Point/Station 130.000 to Point/Station 131.000
PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 415.00(Ft.)
Downstream point/station elevation = 365.33(Ft.)
Pipe length = 121.73(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.468(CFS)
Given pipe size = 18.00(m.)
Calculated individual pipe flow = 18.468(CFS)
Normal flow depth in pipe = 6.46(m.)
Flow top width inside pipe = 17.27(m.)
Critical depth could not be calculated.
Pipe flow velocity = 32.42(Ft/s)
Travel time through pipe = 0.06 mm.
Time of concentration (TC) = 8.45 mm.
Process from Point/Station 131.000 to Point/Station 132.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 365.00(Ft.)
Downstream point/station elevation = 344.33(Ft.)
Pipe length = 287.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.468(CFS)
Given pipe size = 18.00(in.)
Calculated individual pipe flow = 18.468(CFS)
Normal flow depth in pipe = 10.63(In.)
Flow top width inside pipe = 17.70(m.)
Critical depth could not be calculated.
Pipe flow velocity = 17.01(Ft/s)
Travel time through pipe = 0.28 mm.
Time of concentration (TC) = 8.73 mm.
I_' Process from Point/Station 131.000 to Point/Station 132.000
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c605P1.OUT
CONFLUENCE OF MINOR STREAMS
Along Main stream number: 2 in normal stream number 2
Stream flow area = 4.110(Ac.)
Runoff from this stream = 18.468(CFS)
Time of concentration = 8.73 mm.
Rainfall intensity = 5.151(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 18.608 7.91 5.486
2 18.468 8.73 5.151
Qmax(1) =
1.000 * 1.000 * 18.608) +
1.000 * 0.907 * 18.468) + = 35.357
Qmax(2) =
0.939 * 1.000 * 18.608) +
1.000 * 1.000 * 18.468) + = 35.940
Total of 2 streams to confluence:
Flow rates before confluence point:
18.608 18.468
Maximum flow rates at confluence using above data:
35.357 35.940
Area of streams before confluence:
3.810 4.110
Results of confluence:
Total flow rate = 35.940(CFS)
Time of concentration = 8.726 mm.
Effective stream area after confluence = 7.920(Ac.)
Process from Point/Station 132.000 to Point/Station 132.100
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 344.00(Ft.)
Downstream point/station elevation = 327.33(Ft.)
Pipe length = 228.63(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 35.940(CFS)
Given pipe size = 24.00(In.)
calculated individual pipe flow = 35.940(CFS)
Normal flow depth in pipe = 13.24(In.)
Flow top width inside pipe = 23.87(In.)
Critical depth could not be calculated.
Pipe flow velocity = 20.23(Ft/s)
Travel time through pipe = 0.19 mm.
Time of concentration (TC) = 8.91 mi n.
++ + + + + + +++++++++ +++ ++ +++++++++++++++ ++ +++++++++++++++++++++ ++++ +
Process from Point/Station 132.100 to Point/Station 133.000
PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 327.00(Ft.)
Downstream point/station elevation = 310.33(Ft.)
Pipe length = 146.07(Ft.) Manning's N = 0.013
No. of
C.
pipes = 1 Required pipe flow = 35.940(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 35.940(CFS)
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Normal flow depth in pipe = 11.58(in.)
Flow top width inside pipe = 23.99(in.)
Critical depth could not be calculated.
Pipe flow velocity = 23.95(Ft/s)
Travel time through pipe = 0.10 mm.
Time of concentration (TC) = 9.02 mm.
Process from Point/Station 132.000 to Point/Station 133.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 7.920(Ac.)
Runoff from this stream = 35.940(CFS)
Time of concentration = 9.02 mm.
Rainfall intensity = 5.044(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130.000 to Point/Station 134.000
INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.630
Decimal fraction soil group C = 0.370
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type I Initial subarea flow distance = 500.00(Ft.)
Highest elevation = 373.00(Ft.)
Q Lowest elevation = 364.00(Ft.)
Elevation difference = 9.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 7.66 mm.
TC = [1.8*(1.1_c)*distanceA.S)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8685)*(500.00A.5)/( 1.80A(1/3)1= 7.66
Rainfall intensity (I) = 5.603 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.868
Subarea runoff = 20.146(CFS)
Total initial stream area = 4.140(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 134.000 to Point/Station 133.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 353.80(Ft.)
Downstream point/station elevation = 310. 50(Ft.)
Pipe length = 129.60(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 20.146(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 20.146(CFS)
Normal flow depth in pipe = 7.14(In.)
Flow top width inside pipe = 17.61(m.)
critical depth could not be calculated.
Pipe flow velocity = 30.86(Ft/s)
Travel time through pipe = 0.07 mm.
Time of concentration (TC) = 7.73 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 134.000 to Point/Station 133.000
CONFLUENCE OF MINOR STREAMS
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Along Main Stream number: 2 in normal stream number 2
stream flow area = 4.140(Ac.)
Runoff from this stream = 20.146(CFS)
Time of concentration = 7.73 mm.
Rainfall intensity = 5.570(In/Hr)
Summary of stream data:
Stream Flow rate IC Rainfall Intensity
No. (cFS) (mm) (In/Hr)
1 35.940 9.02 5.044
2 20.146 7.73 5.570
Qmax(1) =
1.000 1.000 * 35.940) +
0.905 * 1.000 * 20.146) + = 54.181
Qmax(2) =
1.000 * 0.857 * 35.940) +
1.000 * 1.000 * 20.146) + = 50.957
Total of 2 streams to confluence:
Flow rates before confluence point:
35.940 20.146
Maximum flow rates at confluence using above data:
54.181 50.957
Area of streams before confluence:
7.920 4.140
Results of confluence:
Total flow rate = 54.181(CFS)
Time of concentration = 9.016 mm.
Effective stream area after confluence = 12.060(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 133.000 to Point/Station 137.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 310.00(Ft.)
Downstream point/station elevation = 302.60(Ft.)
Pipe length = 134.32(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 54.181(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 54.181(CFS)
Normal flow depth in pipe = 20.16(m.)
Flow top width inside pipe = 17.60(m.)
Critical depth could not be calculated.
Pipe flow velocity = 19.25(Ft/s)
Travel time through pipe = 0.12 mm.
Time of concentration (IC) = 9.13 mm.
Process from Point/Station 133.000 to Point/Station 137.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 12.060(Ac.)
Runoff from this stream = 54.181(CFS)
Time of concentration = 9.13 mm.
Rainfall intensity = 5.002(In/Hr)
C) Page 63
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Process from Point/Station 135.000 to Point/Station 132.000
INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[RURAL (greater than 1/2 acre) area type ]
Initial subarea flow distance = 120.00(Ft.)
Highest elevation = 407.00(Ft.)
Lowest elevation = 355.00(Ft.)
Elevation difference = 52.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 3.93 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.4000)*(120.00A.5)/( 43.33A(1/3)1= 3.93
setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.400
Subarea runoff = 0.030(CFS)
Total initial stream area = 0.010(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 132.000 to Point/Station 136.000
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 355.000(Ft.)
End of street segment elevation = 314.000(Ft.)
Length of street segment = 560.000(Ft.)
Height of curb above gutter flowline = 6.0(m.)
width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(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 [1] 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 = 0.057(CFS)
Depth of flow = 0.062(Ft.), Average velocity = 2.496(Ft/s)
Streetfiow hydraulics at midpoint of Street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.50(Ft/s)
Travel time = 3.74 mm. TC = 8.74 mm.
Adding area flow to street
user specified 'C' value of 0.550 given for subarea
Rainfall intensity = 5.146(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.550
Subarea runoff = 5.293(CFS) for 1.870(Ac.)
Total runoff = 5.322(CFS) Total area = 1.88(Ac.)
Street flow at end of street = 5.322(CFS)
Half Street flow at end of street = 5.322(CFS)
Depth of flow = 0.281(Ft.), Average velocity = 5.684(Ft/s)
Flow width (from curb towards crown)= 9.301(Ft.)
0 +++++++++++++++++++++++++-f++++++++++++++++++++++++++++++++++++++++++++
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Process from Point/Station 136.000 to Point/Station 137.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 303.60(Ft.)
Downstream point/station elevation = 303.10(Ft.)
Pipe length = 5.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.322(CFS)
Given pipe size = 18.00(in.)
calculated individual pipe flow = 5.322(CFS)
Normal flow depth in pipe = 4.93(In.)
Flow top width inside pipe = 16.06(m.)
Critical Depth = 10.67(m.)
Pipe flow velocity = 13.54(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 8.75 mm.
+++++ ++ + + + + + + + + + ++++++++++++++++++ +++ ++++++++ +++++++++++++++++++++ +++ +
Process from Point/Station 136.000 to Point/Station 137.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 1.880(Ac.)
Runoff from this stream = 5.322(CFS)
Time of concentration = 8.75 mm.
Rainfall intensity = 5.143(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 138.000 to point/Station 139.000
INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type ]
Initial subarea flow distance = 80.00(Ft.)
Highest elevation = 360.00(Ft.)
Lowest elevation = 355.00(Ft.)
Elevation difference = 5.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.75 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.9000)*( 80.00A.5)/( 6.25A(1/3)1= 1.75
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.066(CFS)
Total initial stream area = 0.010(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 139.000 to Point/Station 140.000
" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 355.000(Ft.)
End of street segment elevation = 314.000(Ft.)
Length of Street segment = 560.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 26.000(Ft.)
Q Distance from crown to crossfall grade break = 24.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Page 65
Stream Flow rate TC
No. (CFS) (mm)
1 54.181 9.13
2 5.322 8.75
3 3.340 8.42
Rainfall Intensity
(In/Hr)
5.002
5.143
5.272
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) Slope from grade break to crown (v/hz) = 0.020
street flow is on [1] 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 = 0.093(CFS)
Depth of flow = 0.074(Ft.), Average velocity = 2.822(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.82(Ft/s)
Travel time = 3.31 min. TC = 8.31 mm.
Adding area flow to street
user specified 'C' value of 0.760 given for subarea
Rainfall intensity = 5.317(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.760
Subarea runoff = 3.273(CFS) for 0.810(Ac.)
Total runoff = 3.340(CFS) Total area = 0.82(Ac.)
Street flow at end of street = 3.340(CFS)
Half street flow at end of street = 3.340(CFS)
Depth of flow = 0.248(Ft.), Average velocity = 5.099(Ft/s)
Flow width (from curb towards crown)= 7.640(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 140.000 to Point/Station 137.000
PIPEFLOW TRAVEL TIME (User specified size)
C1 upstream point/station elevation = 303.60(Ft.)
Downstream point/station elevation = 302.83(Ft.)
Pipe length = 43.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.340(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.340(CFS)
Normal flow depth in pipe = 5.98(in.)
Flow top width inside pipe = 16.96(in.)
Critical Depth = 8.36(in.)
Pipe flow velocity = 6.51(Ft/s)
Travel time through pipe = 0.11 mm.
Time of concentration (TC) = 8.42 mm.
++++++++++++++++++++++++++++++++4-+++++++++++++++++++++++++++++++++++++
Process from Point/Station 140.000 to Point/Station 137.000
CONFLUENCE OF MINOR STREAMS
Along Main stream number: 2 in normal stream number 3
Stream flow area = 0.820(Ac.)
Runoff from this stream = 3.340(CFS)
Time of concentration = •8.42 mm.
Rainfall intensity = 5.272(In/Hr)
Summary of stream data:
c605P1 . OUT
C Qmax(1) =
* * 1.000 1.000 54.181) +
0.972 * 1.000 * 5.322) +
0.949 * 1.000 * 3.340) + = 62.525
Qmax(2) =
1.000 * 0.958 * 54.181) +
1.000 * 1.000 * 5.322) +
0.976 * 1.000 * 3.340) + = 60.468
Qmax(3) =
1.000 0.922 54.181) +
1.000 * 0.963 * 5.322) +
1.000 * 1.000 * 3.340) + = 58.407
Total of 3 streams to confluence:
Flow rates before confluence point:
54.181 5.322 3.340
Maximum flow rates at confluence using above data:
62.525 60.468 58.407
Area of streams before confluence:
12.060 1.880 0.820
Results of confluence:
Total flow rate = 62.525(CFS)
Time of concentration = 9.133 mm.
Effective stream area after confluence = 14.760(Ac.)
+++++++++++++++++++++++++++++++++++++ + ++++++++++++++ ++ ++++ ++++++ ++ ++ + +
Process from Point/Station 137.000 to Point/Station 12.8.000
PIPEFLOW TRAVEL TIME (User specified size)
Q Upstream point/station elevation = 301.60(Ft.)
Downstream point/station elevation = 296.50(Ft.)
Pipe length = 85.49(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 62.525(CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 62.525(CFS)
Normal flow depth in pipe = 15.47(m.)
Flow tO width inside pipe = 35.64(m.)
Critical Depth = 30.54(m.)
Pipe flow velocity = 21.53(Ft/s)
Travel time through pipe = 0.07 mm.
Time of concentration (TC) = 9.20 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 137.000 to Point/Station 128.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main stream is listed:
In Main stream number: 2
Stream flow area = 14.760(Ac.)
Runoff from this stream = 62.525(CFS)
Time of concentration = 9.20 mm.
Rainfall intensity = 4.979(mn/Hr)
Program is now starting with Main Stream No. 3
Process from Point/Station 126.000 to Point/Station 127.000
1d1c INITIAL AREA EVALUATION
O User specified 'C' value of 0.860 given for subarea
Initial subarea flow distance = 630.00(Ft.)
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Highest elevation = 327.00(Ft.)
Lowest elevation = 315.00(Ft.)
Elevation difference = 12.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.75 mm.
TC = [i..8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8600)*(630.00A.5)/( 1.90A(1/3)1=
Rainfall intensity (I) = 5.143 for a 100.0 year
Effective runoff coefficient used for area (Q=KCIA)
Subarea runoff = 22.867(CFS)
Total initial stream area = 5.170(Ac.)
8.75
storm
is C = 0.860
++ + + + ++ + + + ++++ + ++++ +++++++++++++++++++++++++++++++++++++++++++++ +
Process from Point/Station 127.000 to Point/Station 128.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 302.70(Ft.)
Downstream point/station elevation = 297.86(Ft.)
Pipe length = 48.60(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 22.867(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 22.867(CFS)
Normal flow depth in pipe = 9.34(In.)
Flow top width inside pipe = 23.40(m.)
Critical Depth = 20.42(m.)
Pipe flow velocity = 20.22(Ft/s)
Travel time through pipe = 0.04 mm.
Time of concentration (TC) = 8.79 mm.
C. Process from Point/Station 127.000 to Point/Station 128.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 5.170(Ac.)
Runoff from this stream = 22.867(CFS)
Time of concentration = 8.79 mm.
Rainfall intensity = 5.128(mn/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (cFS) (mm) (In/Hr)
1 313.061 8.16 5.381
2 62.525 9.20 4.979
3 22.867 8.79 5.128
Qmax(1) =
1.000 * 1.000 * 313.061) +
1.000 * 0.887 * 62.525) +
Qmax(2) =
1.000 * 0.928 * 22.867) + = 389.716
0.925 1.000 * 313.061) +
1.000 * 1.000 * 62.525) +
0.971 * 1.000 * 22.867) + = 374.394
Qmax(3) =
0.953 * 1.000 * 313.061) +
1.000 * 0.955 * 62.525) +
Q 1.000 * 1.000 * 22.867) + = 380.940
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Total of 3 main streams to confluence:
Flow rates before confluence point:
313.061 62.525 22.867
Maximum flow rates at confluence using above data:
389.716 374.394 380.940
Area of streams before confluence:
81.340 14.760 5.170
Results of confluence:
Total flow rate = 389.716(CFS)
Time of concentration = 8.155 mm.
Effective stream area after confluence = 101.270(Ac.)
++ + +++++++++ ++++++++++ +++ ++++++ +++ ++++++ ++++ +++++ +++++++++ + ++++ +
Process from Point/Station 128.000 to Point/Station 144.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 294.83(Ft.)
Downstream point/station elevation = 283.50(Ft.)
Pipe length = 273.71(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 389.716(CFS)
Given pipe size = 60.00(m.)
Calculated individual pipe flow = 389.716(cFs)
Normal flow depth in pipe = 38.25(In.)
Flow top width inside pipe = 57.69(In.)
critical depth could not be calculated.
Pipe flow velocity = 29.50(Ft/s)
Travel time through pipe = 0.15 mm.
Time of concentration (TC) = 8.31 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 128.000 to Point/Station 144.000
CONFLUENCE OF MINOR STREAMS
Along Main stream number: 1 in normal stream number 1
Stream flow area = 101.270(Ac.)
Runoff from this stream = 389.716(CFS)
Time of concentration = 8.31 mm.
Rainfall intensity = 5.316(In/Hr)
Process from Point/Station 141.000 to Point/Station 142.000
INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type ]
Initial subarea flow distance = 420.00(Ft.)
Highest elevation = 346.00(Ft.)
Lowest elevation = 338.00(Ft.)
Elevation difference = 8.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 5.95 mm.
TC = [1.8*(1.1_c)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.9000)*(420.00A.5)/( 1.90A(1/3)]= 5.95
Rainfall intensity (I) = 6.593 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
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2) Subarea runoff = 20.471(CFS)
Total initial stream area = 3.450(Ac.)
+++++++++++++++•H-+++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 142.000 to Point/Station 143.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 327.97(Ft.)
Downstream point/station elevation = 289.50(Ft.)
Pipe length = 130.30(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 20.471(CFS)
Given pipe size = 18.00(in.)
Calculated individual pipe flow = 20.471(CFS)
Normal flow depth in pipe = 7.45(m.)
Flow top width inside pipe = 17.73(in.)
Critical depth could not be calculated.
Pipe flow velocity = 29.64(Ft/s)
Travel time through pipe = 0.07 mm.
Time of concentration (TC) = 6.03 mm.
Process from Point/Station 143.000 to Point/Station 144.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 287.17(Ft.)
Downstream point/station elevation = 286.17(Ft.)
Pipe length = 42.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 20.471(CFS)
Given pipe size = 24.00(In.)
( Calculated individual pipe flow = 20.471(CFS)
Normal flow depth in pipe = 13.27(m.)
Flow top width inside pipe = 23.87(m.)
Critical Depth = 19.48(In.)
Pipe flow velocity = 11.50(Ft/s)
Travel time through pipe = 0.06 mm.
Time of concentration (TC) = 6.09 mm.
++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 143.000 to Point/Station 144.000
CONFLUENCE OF MINOR STREAMS
Along Main stream number: 1 in normal stream number 2
Stream flow area = 3.450(Ac.)
Runoff from this stream = 20.471(CFS)
Time of concentration = 6.09 mm.
Rainfall intensity = 6.498(mn/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 389.716 8.31 5.316
2 20.471 6.09 6.498
Qmax(1) =
1.000 * 1.000 * 389.716) +
0.818 * 1.000 * 20.471) + = 406.462
Qmax(2) =
C 1.000 * 0.732 * 389.716) +
1.000 * 1.000 * 20.471) + = 305.922
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Total of 2 streams to confluence:
Flow rates before confluence point:
389.716 20.471
Maximum flow rates at confluence using above data:
406.462 305.922
Area of streams before confluence:
101.270 3.450
Results of confluence:
Total flow rate = 406.462(CFS)
Time of concentration = 8.310 mm.
Effective stream area after confluence = 104.720(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 144.000 to Point/Station 147.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 283.17(Ft.)
Downstream point/station elevation = 279.50(Ft.)
Pipe length = 72.13(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 406.462(CFS)
Given pipe size = 60.00(in.)
Calculated individual pipe flow = 406.462(CFS)
Normal flow depth in pipe = 36.70(in.)
Flow top width inside pipe = 58.48(m.)
Critical depth could not be calculated.
Pipe flow velocity = 32.29(Ft/s)
Travel time through pipe = 0.04 mm.
Time of concentration (TC) = 8.35 mm.
++++++++++++++ ++ ++++ + +++++++++++ + ++++ +++++++++++++ + + ++ +
Process from Point/Station 144.000 to Point/Station 147.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 104.720(Ac.)
Runoff from this stream = 406.462(CFS)
Time of concentration = 8.35 mm.
Rainfall intensity = 5.301(In/Hr)
Process from Point/Station 167.000 to Point/Station 125.000
INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type ]
Initial subarea flow distance = 25.00(Ft.)
Highest elevation = 317.00(Ft.)
Lowest elevation = 316.50(Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.43 mm.
TC = [1.8*(1.1.C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.9000)*( 25.00A.5)/( 2.00A(1/3)1= 1.43
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
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Subarea runoff = O.066(cFS)
Total initial stream area = 0.010(Ac.)
+++.++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++#++++++
Process from Point/station 125.000 to Point/Station 148.000
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 316.500(Ft.)
End of street segment elevation = 292.000(Ft.)
Length of street segment = 410.000(Ft.)
Height of curb above gutter flowline = 6.0(m.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(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 [1] 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(m.)
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 = 0.079(CFS)
Depth of flow = 0.073(Ft.), Average velocity = 2.5U(Ft/s)
Streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.51(Ft/s)
Travel time = 2.72 mm. TC = 7.72 mm.
Q Adding area flow to street
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type ]
Rainfall intensity = 5.574(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
subarea runoff = 1.956(CFS) for 0.390(Ac.)
Total runoff = 2.023(CFS) Total area = 0.40(Ac.)
Street flow at end of street = 2.023(CFS)
Half street flow at end of street = 2.023(CFS)
Depth of flow = 0.223(Ft.), Average velocity = 4.211(Ft/s)
Flow width (from curb towards crown)= 6.396(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 148.000 to Point/Station 147.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 283.17(Ft.)
Downstream point/station elevation = 282.67(Ft.)
Pipe length = 4.75(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.023(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.023(CFS)
Normal flow depth in pipe = 2.98(In.)
Flow top width inside pipe = 13.37(m.)
Critical Depth = 6.43(in.)
Pipe flow velocity = 10.58(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 7.73 mm.
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+ -I- + +++ ++++ ++++++ -f-+++++++++++++++++++++++ +++++++++++++++++++ ++ 1- ++ +++ ++ +
Process from Point/Station 148.000 to Point/Station 147.000 *** CONFLUENCE OF MINOR STREAMS **
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.400(Ac.)
Runoff from this stream = 2.023(CFS)
Time of concentration = 7.73 mm.
Rainfall intensity = 5.570(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 406.462 8.35 5.301
2 2.023 7.73 5.570
Qmax(1) =
1.000 * 1.000 * 406.462) +
Qmax(2) =
0.952 * 1.000 * 2.023) + = 408.387
1.000 * 0.926 * 406.462) +
1.000 * 1.000 * 2.023) + = 378.386
Total of 2 streams to confluence:
Flow rates before confluence point:
406.462 2.023
Maximum flow rates at confluence using above data:
408.387 378.386
Area of streams before confluence:
( / 104.720 0.400
Results of confluence:
Total flow rate = 408.387(CFS)
Time of concentration = 8.347 mm.
Effective stream area after confluence = 105.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 147.000 to Point/Station 149.000
PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 279.17(Ft.)
Downstream point/station elevation = 277.43(Ft.)
Pipe length = 34.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 408.387(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 408.387(cFs)
Normal flow depth in pipe = 36.75(m.)
Flow top width inside pipe = 58.46(m.)
Critical depth could not be calculated.
Pipe flow velocity = 32.40(Ft/s)
Travel time through pipe = 0.02 mm.
Time of concentration (TC) = 8.36 mm.
Process from Point/Station 147.000 to Point/Station 149.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
C In Main Stream number: 1
Stream flow area = 105.120(Ac.)
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Runoff from this stream = 408.387(cFs)
Time of concentration = 8.36 mm.
Rainfall intensity = 5.294(In/Hr)
Program is now starting with Main Stream No.
Process from Point/Station 150.000 to Point/Station 151.000
INITIAL AREA EVALUATION
user specified 'C' value of 0.400 given for subarea
Initial subarea flow distance = 40.00(Ft.)
Highest elevation = 360.00(Ft.)
Lowest elevation = 340.00(Ft.)
Elevation difference = 20.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 2.16 mm.
TC = [1.8*(1.1_c)*distanceA.5)/(% slopeA(1/3)J
TC = [1.8*(1.1_0.4000)*( 40.00A.5)/( 50.00A(1/3)1= 2.16
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KcIA) is C = 0.400
Subarea runoff = 0.030(CFs)
Total initial stream area = 0.010(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 151.000 to Point/Station 152.000
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 340.000(Ft.)
L End of street segment elevation = 322.000(Ft.)
Length of street segment = 900.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(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 [1] 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 = 0.066(CFS) Depth of flow = 0.083(Ft.), Average velocity = 1.593(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 1.59(Ft/s)
Travel time = 9.42 mm. TC = 14.42 mm.
Adding area flow to street
User specified 'Ct value of 0.590 given for subarea
Rainfall intensity = 3.726(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.590
Subarea runoff = 5.496(CFS) for 2.500(Ac.)
Total runoff = 5.526(CFS) Total area = 2.51(Ac.)
Street flow at end of street = 5.526(CFS)
Half street flow at end of street = 5.526(CFS)
Depth of flow = 0.340(Ft.), Average velocity = 3.502(Ft/s)
Flow width (from curb towards crown)= 12.274(Ft.)
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O c605P1.OUT
Process from Point/Station 152.000 to Point/Station 153.000
PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 314.60(Ft.)
Downstream point/station elevation = 314.10(Ft.)
Pipe length = 5.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.526(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.526(CFS)
Normal flow depth in pipe = 5.03(m.)
Flow top width inside pipe = 16.15(m.)
Critical Depth = 10.87(m.)
Pipe flow velocity = 13.68(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 14.42 mm.
Process from Point/Station 152.000 to Point/Station 153.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 2.510(Ac.)
Runoff from this stream = 5.526(CFS)
Time of concentration = 14.42 mm.
Rainfall intensity = 3.725(In/Hr)
I_S
Process from Point/Station 154.000 to Point/Station 155.000
INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[INDUSTRIAL area type ]
Initial subarea flow distance = 30.00(Ft.)
Highest elevation = 340.60(Ft.)
Lowest elevation = 340.00(Ft.)
Elevation difference = 0.60(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.17 mm.
Ic = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.9500)*( 30.00A.5)/( 2.00A(1/3)J= 1.17
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.070(CFS)
Total initial stream area = 0.010(Ac.)
Process from Point/Station 155.000 to Point/Station 156.000
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 340.000(Ft.)
End of Street segment elevation = 322.000(Ft.)
Length of street segment = 1000.000(Ft.)
Q Height of curb above gutter flowline = 6.0(mn.)
Width of half Street (curb to crown) = 26.000(Ft.)
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C c605P1.OUT
Distance from crown to crossfall grade break = 24.500(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 [1] 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 = 0.103(CFS)
Depth of flow = 0.100(Ft.), Average velocity = 1.709(Ft/s)
streetfiow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 1.71(Ft/s)
Travel time = 9.75 mm. TC = 14 75 mm.
street
group A = 0.000
group B = 0.000
group C = 0.000
group D = 1.000
3.671(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950
Subarea runoff = 3.279(CFs) for 0.940(Ac.)
Total runoff = 3.349(CFS) Total area = 0.95(Ac.)
Street flow at end of street = 3.349(CFS)
Half street flow at end of street = 3.349(CFS)
Depth of flow = 0.300(Ft.), Average velocity = 2.983(Ft/s)
Flow width (from curb towards crown)= 10.254(Ft.)
Process from Point/Station 156.000 to Point/Station 153.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 314.70(Ft.)
Downstream point/station elevation = 313.60(Ft.)
Pipe length = 55.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.349(CFS)
Given pipe size = 18.00(In.)
calculated individual pipe flow = 3.349(CFS)
Normal flow depth in pipe = 5.82(in.)
Flow top width inside pipe = 16.84(In.)
Critical Depth = 8.37(In.)
Pipe flow velocity = 6.78(Ft/s)
Travel time through pipe = 0.14 mm.
Time of concentration (TC) = 14.89 mm.
+++ +++++++++ ++ ++ ++ ++++ + ++++++++ .+++++ + + ++++ +
Process from Point/Station 156.000 to Point/Station 153.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.950(Ac.)
Runoff from this stream = 3.349(CFS)
Time of concentration = 14.89 mm.
Rainfall intensity = 3.650(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
Page 76
Adding area flow to
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
Rainfall intensity =
C
c605P1.OUT
No. (CFs) (mm) (In/Hr)
1 5.526 14.42 3.725
2 3.349 14.89 3.650
Qmax(1) =
1.000 * 1.000 * 5.526) +
1.000 * 0.969 * 3.349) + = 8.770
Qmax(2) =
0.980 * 1.000 * 5.526) +
1.000 * 1.000 * 3.349) + = 8.762
Total of 2 streams to confluence:
Flow rates before confluence point:
5.526 3.349
Maximum flow rates at confluence using above data:
8.770 8.762
Area of streams before confluence:
2.510 0.950
Results of confluence:
Total flow rate = 8.770(CFS)
Time of concentration = 14.422 mm.
Effective stream area after confluence = 3.460(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 153.000 to Point/Station 157.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 313.27(Ft.)
C Downstream point/station elevation = 305.33(Ft.)
Pipe length = 296.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.770(CFS)
Given pipe size = 18.00(m.)
Calculated individual pipe flow = 8.770(CFS)
Normal flow depth in pipe = 9.11(m.)
Flow top width inside pipe = 18.00(m.)
Critical Depth = 13.75(m.)
Pipe flow velocity = 9.78(Ft/s)
Travel time through pipe = 0.50 mm.
Time of concentration (TC) = 14.93 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 157.000 to Point/Station 169.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 305.00(Ft.)
Downstream point/station elevation = 291.00(Ft.)
Pipe length = 241.53(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.770(CFS)
Given pipe size = 18.00(in.)
Calculated individual pipe flow = 8.770(CFS)
Normal flow depth in pipe = 7.31(m.)
Flow top width inside pipe = 17.68(m.) Critical Depth = 13.75(m.)
Pipe flow velocity = 13.01(Ft/s)
Travel time through pipe = 0.31 mm.
Time of concentration (TC) = 15.24 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 40 Process from Point/Station 169.000 to Point/Station 160.000
Page 77
c605P1. OUT 0 PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 290.67(Ft.)
Downstream point/station elevation = 287.00(Ft.)
Pipe length = 105.70(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.770(CFS)
Given pipe size = 18.00(m.)
Calculated individual pipe flow = 8.770(CFS)
Normal flow depth in pipe = 8.44(m.)
Flow top width inside pipe = 17.97(mn.)
Critical Depth = 13.75(In.)
Pipe flow velocity = 10.77(Ft/s)
Travel time through pipe = 0.16 mm.
Time of concentration (TC) = 15.40 mm.
Process from Point/Station 169.000 to Point/Station 160.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 3.460(Ac.)
Runoff from this stream = 8.770(CFS)
Time of concentration = 15.40 mm.
Rainfall intensity = 3.571(In/Hr)
++ + ++++++++++++++++ ++++ ++++++++++ ++ +++ + +++ ++++++++++++++++++++++++ +
Process from Point/Station 158.000 to Point/Station 152.000
INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type ] Initial subarea flow distance = 30.00(Ft.)
Highest elevation = 322.60(Ft.)
Lowest elevation = 322.00(Ft.)
Elevation difference = 0.60(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.57 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.9000)*( 30.00A.5)/( 2.00A(1/3)1= 1.57
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.066(CFs)
Total initial stream area = 0.010(Ac.)
++++++++++++++++++++++++++++++++++1-+++++++++++++++++++++++++++++++++++
Process from Point/Station 152.000 to Point/Station 159.000
STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 322.000(Ft.)
End of street segment elevation = 295.000(Ft.)
Length of street segment = 650.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(Ft.)
C Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Page 78
c605P1. OUT
t Street flow is on [1] 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(m.)
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 = 0.130(CFS)
Depth of flow = 0.094(Ft.), Average velocity = 2.481(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.48(Ft/s)
Travel time = 4.37 mm. IC = 9.37 mm.
Adding area flow to street
User specified 'C' value of 0.570 given for subarea
Rainfall intensity = 4.921(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.570
Subarea runoff = 5.414(CFS) for 1.930(Ac.)
Total runoff = 5.480(CFS) Total area = 1.94(Ac.)
Street flow at end of street = 5.480(CFS)
Half street flow at end of street = 5.480(CFS)
Depth of flow = 0.306(Ft.), Average velocity = 4.612(Ft/s)
Flow width (from curb towards crown)= 10.568(Ft.)
+ ++++++ ++ ++++ ++ +++ +++++++ ++++++++++++++++++++++++++++++++++++++ + +
Process from Point/Station 159.000 to Point/Station 159.000
SUBAREA FLOW ADDITION
user specified 'C' value of 0.580 given for subarea
Time of concentration = 9.37 mm.
Rainfall intensity = 4.921(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.580
Subarea runoff = 2.740(CFS) for 0.960(Ac.)
Total runoff = 8.220(CFS) Total area = 2.90(Ac.)
Process from Point/Station 159.000 to Point/Station 160.000
PIPEFLOW TRAVEL TIME (User specified size)
upstream point/station elevation = 286.27(Ft.)
Downstream point/station elevation = 285.90(Ft.)
Pipe length = 5.24(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.220(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 8.220(CFS)
Normal flow depth in pipe = 6.69(mn.)
Flow top width inside pipe = 17.40(In.)
Critical Depth = 13.32(In.)
Pipe flow velocity = 13.74(Ft/s)
Travel time through pipe = 0.01 mm.
Time of concentration (TC) = 9.37 mm.
Process from Point/Station 159.000 to Point/Station 160.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 2
C Stream flow area = 2.900(Ac.)
Runoff from this stream = 8.220(CFS)
Page 79
Q c605P1.OUT
Time of concentration = 9.37 mm.
Rainfall intensity = 4.919(In/Hr)
++++++++++++++++++++++++-f+++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 158.000 to Point/Station 156.000
INITIAL AREA EVALUATION
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type ]
Initial subarea flow distance = 30.00(Ft.)
Highest elevation = 322.60(Ft.)
Lowest elevation = 322.00(Ft.)
Elevation difference = 0.60(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App x-c) = 1.57 mm.
TC = [1.8*(1.1_C)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.9000)*( 30.00A.5)/( 2.00A(1/3)1= 1.57
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
subarea runoff = 0.066(CFS)
Total initial stream area = 0.010(Ac.)
++ + + +++ +++++++ +++++++ + ++++++++++ +++++ ++++++++++ ++++++ ++++++++++ +
Process from Point/Station 156.000 to Point/Station 161.000
0
1r STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
Top of street segment elevation = 322.000(Ft.)
End of street segment elevation = 295.000(Ft.)
Length of street segment = 680.000(Ft.)
Height of curb above gutter flowline = 6.0(m.)
width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 24.500(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 [1] 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 = 0.088(CFS)
Depth of flow = 0.081(Ft.), Average velocity = 2.208(Ft/s)
hydraulics streetflow at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.21(Ft/s)
Travel time = 5.13 mm. TC = 10.13 mm.
Adding area flow to street
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[INDUSTRIAL area type ]
Rainfall intensity = 4.678(In/Hr) for a 100.0 year storm
O Runoff coefficient used for sub-area, Rational method,Q=KCmA, C = 0.900
Subarea runoff = 2.694(CFS) for 0.640(Ac.)
Page 80
c605P1. OUT
( Total runoff = 2.761(CFS) Total area = 0.65(Ac.)
Street flow at end of street = 2.761(CFS)
Half street flow at end of street = 2.761(CFS)
Depth of flow = 0.256(Ft.), Average velocity = 3.856(Ft/s)
Flow width (from curb towards crown)= 8.029(Ft.)
Process from Point/Station 161.000 to Point/Station 160.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 287.50(Ft.)
Downstream point/station elevation = 285.50(Ft.)
Pipe length = 55.26(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.761(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.761(CFS)
Normal flow depth in pipe = 4.52(m.)
Flow top width inside pipe = 15.61(m.)
Critical Depth = 7.57(m.)
Pipe flow velocity = 7.94(Ft/s)
Travel time through pipe = 0.12 mm.
Time of concentration (IC) = 10.25 mm.
Process from Point/Station 161.000 to Point/Station 160.000
CONFLUENCE OF MINOR STREAMS
Along Main Stream number: 2 in normal stream number 3
Stream flow area = 0.650(Ac.)
Runoff from this stream = 2.761(CFS)
Time of concentration = 10.25 mm.
Rainfall intensity = 4.644(In/Hr)
summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 8.770 15.40 3.571
2 8.220 9.37 4.919
3 2.761 10.25 4.644
Qmax(1) =
1.000 1.000 * 8.770) +
0.726 * 1.000 * 8.220) +
0.769 * 1.000 * 2.761) + = 16.861
Qmax(2) =
1.000 * 0.609 * 8.770) +
1.000 * 1.000 * 8.220) +
1.000 * 0.915 2.761) + = 16.083
Qmax(3) =
1.000 0.665 * 8.770) +
0.944 * 1.000 * 8.220) +
1.000 * 1.000 * 2.761) + = 16.357
Total of 3 streams to confluence:
Flow rates before confluence point:
8.770 8.220 2.761
Maximum flow rates at confluence using above data:
16.861 16.083 16.357
Area of streams before confluence:
3.460 2.900 0.650
Page 81
c605P1. OUT
Results of confluence:
Total flow rate = 16.861(CFS)
Time of concentration = 15.399 mm.
Effective stream area after confluence = 7.010(Ac.)
Process from Point/Station 160.000 to Point/Station 149.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 284.80(Ft.)
Downstream point/station elevation = 280.00(Ft.)
Pipe length = 92.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 16.861(CFS)
Given pipe size = 18.00(m.)
Calculated individual pipe flow = 16.861(CFS)
Normal flow depth—in pipe = 11.14(In.)
Flow top width inside pipe = 17.48(m.)
Critical depth could not be calculated.
Pipe flow velocity = 14.67(Ft/s)
Travel time through pipe = 0.11 mm.
Time of concentration (TC) = 15.50 mm.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 160.000 to Point/Station 149.000
CONFLUENCE OF MAIN STREAMS
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 7.010(Ac.)
Runoff from this stream = 16.861(CFS)
Time of concentration = 15.50 mm.
Rainfall intensity = 3.555(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (mm) (In/Hr)
1 408.387 8.36 5.294
2 16.861 15.50 3.555
Qmax(1) =
1.000 * 1.000 * 408.387) +
1.000 * 0.539 16.861) + = 417.484
Qmax(2) =
0.672 1.000 * 408.387) +
1.000 * 1.000 * 16.861) + = 291.148
Total of 2 main streams to confluence:
Flow rates before confluence point:
408.387 16.861
Maximum flow rates at confluence using above data:
417.484 291.148
Area of streams before confluence:
105.120 7.010
Results of confluence:
Total flow rate = 417.484(cFS)
Time of concentration = 8.365 mm.
()
Effective stream area after confluence = 112.130(Ac.)
Page 82
c605P1. OUT
Process from Point/Station 149.000 to Point/Station 162.000 *** PIPEFLOW TRAVEL TIME (User specified size) Y1r
Upstream point/station elevation = 277.43(Ft.)
Downstream point/station elevation = 268.42(Ft.)
Pipe length = 175.80(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 417.484(CFS)
Given pipe size = 60.00(In.)
Calculated individual pipe flow = 417.484(CFS)
Normal flow depth in pipe = 37.27(in.)
Flow top width inside pipe = 58.21(In.)
Critical depth could not be calculated.
Pipe flow velocity = 32.57(Ft/s)
Travel time through pipe = 0.09 mm.
Time of concentration (IC) = 8.45 mm.
+ +++++++++ + + + ++++++ ++++++++++++++++ +++++ + +++++++++++++++ +++++++++ +
Process from Point/Station 162.000 to Point/Station 163.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 268.00(Ft.)
Downstream point/station elevation = 230.10(Ft.)
Pipe length = 324.30(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 417.484(CFS)
Given pipe size = 60.00(m.)
Calculated individual pipe flow = 417.484(CFS)
Normal flow depth in pipe = 28.90(m.)
/ Flow top width inside pipe = 59.96(In.)
Critical depth could not be calculated.
Pipe flow velocity = 44.62(Ft/s)
Travel time through pipe = 0.12 mm.
Time of concentration (TC) = 8.58 mm.
+ ++ + ++ + + + ++ +++++++++++++++++++++++++ ++++++++++++++++++++++++ ++++++ +++ +
Process from Point/Station 163.000 to Point/Station 168.000
PIPEFLOW TRAVEL TIME (User specified size)
Upstream point/station elevation = 229.10(Ft.)
Downstream point/station elevation = 227.00(Ft.)
Pipe length = 167.87(Ft.) Manning's N = 0.013
No. of pipes= 1 Required pipe flow = 417.484(CFS)
Given pipe size = 66.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
7.686(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 2.594(Ft.)
Minor friction loss = 7.192(Ft.) K-factor = 1.50
Critical depth could not be calculated.
Pipe flow velocity = 17.57(Ft/s)
Travel time through pipe = 0.16 mm.
Time of concentration (TC) = 8.73 mm.
End of computations, total study area = 112.13 (Ac.)
Page 83
C
Basin 1
Main Line
Hydraulics
C C605P1.RE5
*********************************************************************
PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001. License ID 1423
Analysis prepared by:
O'Day Consultants, Inc.
2710 Loker Avenue West, Suite 100
Carlsbad, CA 92008
Tel: 760-931-7700 Fax: 760-931-8680
************************** DESCRIPTION OF STUDY
* CARLSBAD OAKS PHASE 3 *
* PROPOSED BASIN I - MAIN LINE *
* I:\961005\Hydrology\Phase3\hydraulics\C605P1.OUT *
************************************************************************
FILE NAME: C605P1.DAT
TIME/DATE OF STUDY: 08:42 01/31/2008
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: "k" indicates nodal point data used.)
UPSTREAM RUN DOWNSTREAM RUN
NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+
NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS)
168.00- 14.40* 31488.93 2.87 27941.34
} FRICTION } HYDRAULIC JUMP
163.10- 14.89 32222.42 2.37* 35130.91
} JUNCTION
163.00- 11.77 28563.23 2.51* 34927.01
} FRICTION
162.10- 4.90 DC 20226.54 3.20* 26566.54
} JUNCTION
162.00- 4.91 DC 20226.56 3.21* 26490.39
} FRICTION
149.00- 4.90 DC 19481.37 3•35* 25412.83
} FRICTION
147.10- 4.89 DC 19481.14 3.41* 23992.49
} JUNCTION -- - -
147.00- 4.89 DC 19327.53 339* 23935.19
} FRICTION
144.10- 4.89 DC 19327.53 3•55* 22954.30
} JUNCTION
144.00- 5.80 19034.84 3.26* 22879.91
} FRICTION
128.10- 4.87 DC 17999.34 3 •47* 21641.00
} JUNCTION
128.00- 9.05 17697.12 2.34* 21623.96
} FRICTION
119.10- 4.71 DC 12617.13 2.42* 20801.36
} JUNCTION
119.00- 4.40 DC 13750.19 2.51* 20738.32
} FRICTION
118.10- 4.40 DC 13750.18 3•53* 15051.52
} JUNCTION
118.00- 6.60 13234.29 2.76* 14651.43
} ()
117.10-
FRICTION
4.33 DC 11091.87 4.15* 11137.35
Page 1
C605P1. RES
} JUNCTION
117.00- 7.06 10839.96 2.56* 10973.26
} FRICTION
116.55- 6.44 10222.42 2.58* 10866.49
} JUNCTION
116.50- 6.57 10235.08 2.53* 10900.47
} FRICTION
116.10- 4.16 DC 8058.06 3.19* 8912.20
} JUNCTION
116.00- 5.46 6910.09 2.07* 8385.71
} FRICTION
115.05- 3.70 DC 5682.80 2.13* 8127.25
} JUNCTION
115.00- 3.98 5404.68 1.96* 8223.26
} FRICTION
114.10- 3.65 DC 5320.31 2.30* 6922.12
} JUNCTION
114.00- 4.72 5110.59 1.84* 6890.53
} FRICTION
113.10- 3.50 DC 4394.25 2.61* 4923.29
} JUNCTION
113.00- 4.79 4024.67 1.76* 4581.70
} FRICTION
112.10- 3.16 DC 3116.91 2.40* 3437.37
} JUNCTION
112.00- 4.01 2268.72 1.21* 3147.92
} FRICTION
112.51- 2.59 DC 1752.67 1.29* 2934.43
} JUNCTION
112.50- 2.59 DC 1752.68 1.28* 2958.27
} FRICTION
111.10- 2.59 DC 1752.67 1.67* 2214.52
} JUNCTION
111.00- 3.36 1634.27 1.23* 2196.08
} FRICTION
104.10- 2.40 DC 1361.83 1.35* 1977.27
} JUNCTION
104.00- 1.97 DC 1465.54 1.36* 1836.95
} FRICTION
110.10- 1.97*Dc 1465.54 1.97*DC 1465.54
} JUNCTION
110.00- 8.25* 1736.06 1.25 550.21
} FRICTION
107.00- 7.78* 1644.39 1.69 DC 487.23
MAXIMUM NUMBER OF ENERGY BALANCES
------------------------------------------------------------------------------
USED IN EACH PROFILE = 25
NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS
------------------------------------------------------------------------------
COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
DOWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 168.00 FLOWLINE ELEVATION = 227.00
PIPE FLOW = 417.50 CFS PIPE DIAMETER = 66.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 241.400 FEET
NODE 168.00 : HGL = < 241.400>;EGL=
------------------------------------------------------------------------------
< 246.195>;FLOWLINE= < 227.000>
** ******** ** ************** * * ** * * ********************* * ****************** ** *
FLOW PROCESS FROM NODE 168.00 TO NODE 163.10 IS CODE = 1
UPSTREAM NODE 163.10 ELEVATION = 229.10 (HYDRAULIC JUMP OCCURS)
FRICTION LOSSES(LACFCD):
------------------------------------------------------------------------------
C CALCULATE
PIPE FLOW = 417.50 CFS PIPE DIAMETER = 66.00 INCHES
Page 2
() PIPE LENGTH =
C605P1. RES
167.87 FEET MANNING'S N = 0.01300
HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
===> NORMAL PIPEFLOW IS PRESSURE FLOW
NORMAL DEPTH(FT)
------------------------------------------------------------------------------
= 5.50 CRITICAL DEPTH(FT) = 5.24
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.37
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM
------------------------------------------------------------------------------
FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (Fr/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 2.368 42.658 30.642 35130.91
38.215 2.483 40.090 27.455 33125.13
76.670 2.597 37.805 24.804 31352.68
115.403 2.712 35.762 22.584 29780.54
154.460 2.827 33.928 20.712 28381.65
167.870 2.866 33.347 20.144 ------------------------------------------------------------------------------ 27941.34
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 14.40
PRESSURE FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM
------------------------------------------------------------------------------
PRESSURE VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 14.400 17.573 19.195 31488.93
167.870 14.895 17.573 19.690 32222.41
------------------------END
PRESSURE+MOMENTUM
OF HYDRAULIC JUMP ANALYSIS------------------------
BALANCE OCCURS AT 104.02 FEET UPSTREAM OF NODE 168.00
DOWNSTREAM DEPTH =14.707 FEET, UPSTREAM CONJUGATE DEPTH = 2.559 FEET
NODE 163.10 :
------------------------------------------------------------------------------
HGL = < 231.468>;EGL= < 259.742>;FLOWLINE= < 229.100>
FLOW PROCESS FROM NODE 163.10 TO NODE 163.00 IS CODE = 5
UPSTREAM NODE ------------------------------------------------------------------------------ 163.00 ELEVATION = 230.10 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 417.50 60.00 0.00 230.10 4.90 42.360
DOWNSTREAM 417.50 66.00 - 229.10 5.24 42.671
LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000
LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2) *16. 1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.10172
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.10429
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.10301
JUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = 0.412 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( 0.729)+( 0.000) = 0.729 ------------------------------------------------------------------------------
NODE 163.00 : HGL = < 232.608>;EGL= < 260.471>;FLOWLINE= < 230.100>
C ******************************************************************************
Page 3
C605P1.RES
FLOW PROCESS FROM NODE 163.00 TO NODE C 162.10 IS CODE = 1
UPSTREAM NODE 162.10 ELEVATION = 268.00 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 417.50 CFS PIPE DIAMETER = 60.00 INCHES
PIPE LENGTH = 324.30 FEET MANNING'S N = 0.01300
NORMAL DEPTH(FT) = 2.41
------------------------------------------------------------------------------
CRITICAL DEPTH(FT) = 4.90
UPSTREAM CONTROL
------------------------
ASSUMED FLOWDEPTH(FT) = 3.20
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH
------------------------------------------------------------------------------
VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 3.205 31.394 18.518 26566.54
4.714 3.173 31.760 18.846 26836.46
9.735 3.141 32.136 19.187 27114.82
15.092 3.109 32.522 19.543 27401.88
20.818 3.077 32.920 19.915 27697.93
26.951 3.046 33.328 20.304 28003.28
33.536 3.014 33.748 20.709 28318.24
40.623 2.982 34.179 21.133 28643.14
48.273 2.950 34.623 21.576 28978.34
56.558 2.918 35.080 22.039 29324.19
65.561 2.886 35.550 22.523 29681.08
75.388 2.854 36.034 23.029 30049.42
86.162 2.822 36.532 23.558 30429.63
98.042 2.790 37.045 24.113 30822.16
111.223 2.759 37.573 24.694 31227.47
O 125.960
142.588
2.727
2.695
38.117
38.678
25.302
25.939
31646.06
32078.46
161.559 2.663 39.257 26.608 32525.22
183.511 2.631 39.853 27.309 32986.91
209.373 2.599 40.468 28.045 33464.14
240.590 2.567 41.103 28.818 33957.58
279.582 2.535 41.758 29.629 34467.88
324.300 2.508 42.347 30.371 34927.01
NODE 162.10 :
------------------------------------------------------------------------------
HGL = < 271.205>;EGL= < 286.518>;FLOWLINE= < 268.000>
FLOW PROCESS FROM NODE 162.10 TO NODE 162.00 IS CODE = 5
UPSTREAM NODE ------------------------------------------------------------------------------ 162.00 ELEVATION = 268.42 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 417.50 60.00 0.00 268.42 4.90 31.300
DOWNSTREAM 417.50 60.00 - 268.00 4.90 31.404
LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000
LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY= (Q2 *V2 _Q1*V1*COS (DELTA1) _Q3*V3 *COS (DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04637
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04675
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04656
JUNCTION LENGTH = 4.00 FEET
(" FRICTION LOSSES = 0.186 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
Page 4
JUNCTION LOSSES =(0.328)+(0.000).328
C605P1. RES
NODE 162.00 : HGL = < 271.634>;EGL= < 286.847>;FLOWLINE= < 268.420>
FLOW PROCESS FROM NODE 162.00 TO NODE 149.00 IS CODE = 1
UPSTREAM NODE 149.00 ELEVATION = 277.43 (FLOW IS SUPERCRITICAL)
CALCULATE FRICTION LOSSES(LACFCD):
------------------------------------------------------------------------------
PIPE FLOW = 417.50 CFS PIPE DIAMETER = 60.00 INCHES
PIPE LENGTH = 175.80 FEET MANNING'S N = 0.01300
NORMAL DEPTH(FT) = 3.11
------------------------------------------------------------------------------
CRITICAL DEPTH(FT) = 4.90
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.35
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH
------------------------------------------------------------------------------
VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 3.353 29.812 17.163 25412.83
8.270 3.343 29.911 17.245 25484.60
16.944 3.334 30.012 17.328 25557.05
26.056 3.324 30.113 17.413 25630.21
35.650 3.314 30.214 17.498 25704.05
45.770 3.304 30.317 17.585 25778.61
56.473 3.294 30.420 17.673 25853.88
67.821 3.284 30.525 17.762 25929.88
79.888 3.274 30.630 17.852 26006.60
92.762 3.264 30.736 17.943 26084.05
1'
(
106.547
121.369
3.255
3.245
30.843
30.951
18.035
18.129
26162.25
26241.20
137.383 3.235 31.060 18.224 26320.90
154.779 3.225 31.169 18.320 26401.36
173.799 3.215 31.280 18.417 26482.60
175.800 3.214 31.290 18.427 26490.39
NODE 149.00 :
------------------------------------------------------------------------------
HGL = < 280.783>;EGL= < 294.593>;FLOWLINE= < 277.430>
FLOW PROCESS FROM NODE 149.00 TO NODE 147.10 IS CODE = 1
UPSTREAM NODE 147.10 ELEVATION = 279.17 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 408.40 CFS PIPE DIAMETER = 60.00 INCHES
PIPE LENGTH = 34.00 FEET MANNING'S N = 0.01300
NORMAL DEPTH(FT) = 3.06
------------------------------------------------------------------------------
CRITICAL DEPTH(FT) = 4.89
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.41
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH
------------------------------------------------------------------------------
VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 3.410 28.619 16.136 23992.49
7.672 3.396 28.750 16.239 24083.62
15.740 3.382 28.882 16.343 24176.00
24.239 3.368 29.016 16.450 24269.64
33.211 3.355 29.151 16.558 24364.56
34.000 3.353 29.162 16.567 24372.51
(2) NODE 147.10 : HGL = < 282.580>;EGL= < 295.306>;FLOWLINE= < 279.170>
Page
C
C605P1.RES
FLOW PROCESS FROM NODE 147.10 TO NODE 147.00 IS CODE = 5
UPSTREAM NODE 147.00 ELEVATION = 279.50 (FLOW IS SUPERCRITICAL) _
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(cFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 406.50 60.00 0.00 279.50 4.89 28.715
DOWNSTREAM 408.40 60.00 - 279.17 4.89 28.628
LATERAL #1 1.90 18.00 90.00 282.67 0.52 3.500
LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2) 16. 1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03795
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03759
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03777
JUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = 0.151 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( 0.384)+( 0.000) = 0.384 ------------------------------------------------------------------------------
NODE 147.00 : HGL = < 282.887>;EGL= < 295.691>;FLOWLINE= < 279.500>
FLOW PROCESS FROM NODE 147.00 TO NODE 144.10 IS CODE = 1
UPSTREAM NODE 144.10 ELEVATION = 283.17 (FLOW IS SUPERCRITICAL)
------------------------------------------------------------------------------ C CALCULATE FRICTION LOSSES(LACFCD):
' PIPE FLOW = 406.50 CFS PIPE DIAMETER = 60.00 INCHES
PIPE LENGTH = 72.13 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------
NORMAL DEPTH(FT) = 3.06 CRITICAL DEPTH(FT) = 4.89
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.55
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH
------------------------------------------------------------------------------
VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 3.548 27.277 15.108 22954.30
7.009 3.528 27.440 15.228 23065.28
14.411 3.509 27.607 15.350 23178.43
22.240 3.489 27.776 15.476 23293.80
30.537 3.469 27.948 15.606 23411.43
39.348 3.450 28.122 15.738 23531.34
48.727 3.430 28.300 15.874 23653.58
58.736 3.411 28.480 16.014 23778.19
69.447 3.391 28.663 16.157 23905.21
72.130 3.387 28.707 16.191 23935.19
NODE 144.10:HGL
------------------------------------------------------------------------------
= < 286.718;;EGL= < 298.278>;FLOWLINE= < 283.170>
FLOW PROCESS FROM NODE 144.10 TO NODE 144.00 IS CODE = 5
UPSTREAM NODE 144.00 ELEVATION = ------------------------------------------------------------------------------ 283.50 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY Q (CFs) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (Fr/SEC)
Page 6
UPSTREAM C 389.70 60.00
C605P1.RES
0.00 283.50 4.87 28.696
DOWNSTREAM 406.50 60.00 - 283.17 4.89 27.285
LATERAL #1 16.80 24.00 90.00 286.17 1.48 6.752
LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY= (Q2 *v2 _Q1*V1*COS (DELTA1) -Q3 *v3 *5 (DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03863
DOWNSTREAM: MANNING 'S N = 0.01300; FRICTION SLOPE = 0.03356
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03609
JUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = 0.144 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (Dv+Hv1-Hv2)+(ENTRANcE LOSSES)
JUNCTION LOSSES = C 1.273)+( 0.000) = 1.273 ------------------------------------------------------------------------------
NODE 144.00 : HGL = < 286.765>;EGL= < 299.551>;FLOWLINE= < 283.500>
FLOW PROCESS FROM NODE 144.00 TO NODE 128.10 IS CODE = 1
UPSTREAM NODE 128.10 ELEVATION = 294.83 (FLOW IS SUPERCRITICAL)
CALCULATE FRICTION
------------------------------------------------------------------------------
LOSSES(LACFCD):
PIPE FLOW = 389.70 CFS PIPE DIAMETER = 60.00 INCHES
PIPE LENGTH = 273.71 FEET MANNING'S N = 0.01300
NORMAL DEPTH(FT) = 3.19
------------------------------------------------------------------------------
CRITICAL DEPTH(FT) = 4.87
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.47
VARIED --------- _------ FLOW PROFILE COMPUTEDGRADUALLY INFORMATION: _---- _------- _____________________________________________
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 3.467 26.812 14.637 21641.00
8.071 3.456 26.907 14.705 21703.17
16.545 3.445 27.004 14.775 21766.04
25.460 3.434 27.102 14.846 21829.62
34.855 3.422 27.200 14.918 21893.92
44.778 3.411 27.299 14.991 21958.94
55.284 3.400 27.399 15.065 22024.68
66.436 3.389 27.501 15.140 22091.17
78.308 3.378 27.603 15.216 22158.40
90.987 3.366 27.706 15.293 22226.37
104.579 3.355 27.810 15.372 22295.11
119.209 3.344 27.915 15.451 22364.62
135.033 3.333 28.020 15.532 22434.89
152.241 3.322 28.127 15.614 22505.95
171.075 3.310 28.235 15.697 22577.80
191.847 3.299 28.344 15.782 22650.45
214.965 3.288 28.454 15.868 22723.91
240.984 3.277 28.565 15.955 22798.18
270.682 3.266 28.677 16.043 22873.28
273.710 3.265 28.687 16.051 22879.91
NODE 128.10 :
------------------------------------------------------------------------------
HGL = < 298.297>;EGL= < 309.467>;FLOWLINE= < 294.830>
FLOW PROCESS FROM NODE 128.10 TO NODE 128.00 IS CODE = 5
UPSTREAM NODE 128.00 ELEVATION = 295.16 (FLOW IS SUPERCRITICAL)
C)--CALCULATE-JUNCTION-LOSSES:
Page 7
PIPE C FLOW DIAMETER
C605P1.RES
ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (Fr/SEC)
UPSTREAM 313.10 60.00 0.00 295.16 4.71 34.723
DOWNSTREAM 389.70 60.00 - 294.83 4.87 26.820
LATERAL #1 56.10 36.00 90.00 296.83 2.43 9.152
LATERAL #2 20.50 24.00 90.00 297.83 1.62 7.503
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY= (Q2 *V2 _Q1V1*COS (DELTA1) -Q3 *v3 *5 (DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2) 16. 1)+FRICTION LOSSES
UPSTREAM: MANNING 'S N = 0.01300; FRICTION SLOPE = 0.07260
DOWNSTREAM: MANNING 'S N = 0.01300; FRICTION SLOPE = 0.03274
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05267
JUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = 0.211 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+Hv1-Hv2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( 6.755)+( 0.000) = 6.755
NODE 128.00 : HGL = < 297.500>;EGL= < 316.221>;FLOWLINE= < 295.160>
FLOW PROCESS FROM NODE 128.00 TO NODE 119.10 IS CODE = 1
UPSTREAM NODE 119.10 ELEVATION = 301.00 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 313.10 CFS PIPE DIAMETER = 60.00 INCHES
PIPE LENGTH = 63.92 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------
NORMAL DEPTH(FT) = 2.19 CRITICAL DEPTH(FT) = 4.71
C UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.42 7 7 ~- =- =- =- =- ~- ~- ~- 7 ~- ~- =- =- =- =- =- 7 =- =- =- =- =- =- =- 7 T =- =- -= ~- =- =- =- =- =- -= =- -= 7 =- 7 7 7 7 7 =- 7 =- =-
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH VELOCITY
------------------------------------------------------------------------------
SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (Fr/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 2.417 33.283 19.629 20801.36
6.015 2.408 33.443 19.786 20893.22
12.326 2.399 33.605 19.946 20986.03
18.961 2.390 33.768 20.107 21079.81
25.949 2.381 33.933 20.272 21174.56
33.325 2.372 34.099 20.438 21270.30
41.130 2.363 34.267 20.608 21367.04
49.410 2.354 34.436 20.780 21464.79
58.219 2.345 34.607 20.954 21563.57
63.920 2.340 34.712 21.061 21623.96
NODE 119.10 : HGL = <
------------------------------------------------------------------------------
303.417>;EGL= < 320.629>;FLOWLINE= < 301.000>
FLOW PROCESS FROM NODE 119.10 TO NODE 119.00 IS CODE = 5
UPSTREAM NODE 119.00 ELEVATION = 301.50 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
------------------------------------------------------------------------------
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (Fr/SEC)
UPSTREAM 307.90 54.00 0.00 301.50 4.40 33.728
DOWNSTREAM 313.10 60.00 - 301.00 4.71 33.294
LATERAL #1 3.30 18.00 90.00 304.00 0.69 4.142
LATERAL #2 1.90 18.00 90.00 304.00 0.52 3.500
Q5 0.00===Q5 EQUALS BASIN INPUT===
Page 8
C C605P1.RES
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*v3*Cos (DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2) *16. 1)+FRIcTION LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.06811
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.06485
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.06648
JUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = 0.266 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+Hv1-Hv2)+(ENTRANcE LOSSES)
JUNCTION LOSSES = ( 1.047)+( 0.000) = 1.047 ------------------------------------------------------------------------------
NODE 119.00 : HGL = < 304.012>;EGL= < 321.677>;FLOWLINE= < 301.500>
FLOW PROCESS FROM NODE 119.00 TO NODE 118.10 IS CODE = 1
UPSTREAM NODE 118.10 ELEVATION = 326.13 (FLOW IS SUPERCRITICAL)
CALCULATE FRICTION
------------------------------------------------------------------------------
LOSSES(LACFCD):
PIPE FLOW = 307.90 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 310.00 FEET MANNING'S N = 0.01300
NORMAL DEPTH(FT) = 2.40
------------------------------------------------------------------------------
CRITICAL DEPTH(FT) = 4.40
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.53
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM
------------------------------------------------------------------------------
FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 3.532 22.982 11.739 15051.52
3.171 3.487 23.276 11.905 15189.57
c 6.621 3.442 23.583 12.083 15335.61
10.374 3.396 23.903 12.274 15489.90
14.461 3.351 24.237 12.478 15652.73
18.917 3.305 24.585 12.696 15824.42
23.783 3.260 24.947 12.929 16005.31
29.106 3.214 25.324 13.179 16195.77
34.942 3.169 25.717 13.445 16396.17
41.356 3.123 26.127 13.729 16606.96
48.429 3.078 26.554 14.033 16828.57
56.256 3.032 26.998 14.358 17061.50
64.955 2.987 27.462 14.705 17306.26
74.672 2.942 27.946 15.076 17563.41
85.593 2.896 28.450 15.473 17833.57
97.956 2.851 28.977 15.897 18117.37
112.076 2.805 29.526 16.351 18415.51
128.379 2.760 30.100 16.837 18728.74
147.464 2.714 30.700 17.358 19057.88
170.208 2.669 31.327 17.917 19403.78
197.973 2.623 31.982 18.516 19767.40
233.040 2.578 32.668 19.159 20149.75
279.689 2.532 33.386 19.851 20551.93
310.000 2.512 33.718 20.177 20738.32
NODE 118.10 : HGL = < 329.663>;EGL=
------------------------------------------------------------------------------
< 337.869>;FLOWLINE= < 326.130>
FLOW PROCESS FROM NODE 118.10 TO NODE 118.00 IS CODE = 5
UPSTREAM NODE 118.00 ELEVATION = 326.46 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
------------------------------------------------------------------------------
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFs) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (Er/SEC)
Page 9
UPSTREAM C 270.50 54.00
C6OSP1.RES
0.00 326.46 4.33 26.499
DOWNSTREAM 307.90 54.00 - 326.13 4.40 22.989
LATERAL #1 37.40 30.00 60.00 328.13 2.07 8.608
LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY= (Q2 *v2 _Q1*V1*COS (DELTA1) -Q3V3 *COS (DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRIcTIoN LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03941
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02666
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03303
JUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = 0.132 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+HV1-Hv2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( 2.251)+( 0.000) = 2.251
NODE 118.00 : HGL = < 329.216>;EGL= < 340.120>;FLOWLINE= < 326.460>
FLOW PROCESS FROM NODE 118.00 TO NODE 117.10 IS CODE = 1
UPSTREAM NODE 117.10 ELEVATION = 340.67 (FLOW IS SUPERCRITICAL)
CALCULATE FRICTION
------------------------------------------------------------------------------
LOSSES(LACFCD):
PIPE FLOW = 270.50 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 310.82 FEET MANNING'S N = 0.01300
NORMAL DEPTH(FT) = 2.63
------------------------------------------------------------------------------
CRITICAL DEPTH(FT) = 4.33
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.15
c _________________________
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 4.153 17.629 8.982 11137.35
1.242 4.092 17.806 9.018 11171.95
2.839 4.031 18.000 9.064 11215.73
4.804 3.969 18.209 9.121 11268.58
7.157 3.908 18.434 9.188 11330.53
9.928 3.847 18.676 9.267 11401.66
13.150 3.786 18.934 9.356 11482.12
16.867 3.725 19.209 9.458 11572.13
21.133 3.664 19.501 9.573 11671.96
26.012 3.603 19.810 9.701 11781.92
31.582 3.542 20.139 9.843 11902.37
37.942 3.481 20.486 10.001 12033.74
45.210 3.420 20.853 10.176 12176.49
53.538 3.358 21.242 10.369 12331.14
63.116 3.297 21.652 10.582 12498.28
74.191 3.236 22.086 10.815 12678.54
87.091 3.175 22.544 11.072 12872.62
102.259 3.114 23.028 11.354 13081.31
120.321 3.053 23.540 11.663 13305.45
142.193 2.992 24.082 12.002 13545.98
169.299 2.931 24.654 12.375 13803.93
204.027 2.870 25.260 12.784 14080.45
250.857 2.809 25.902 13.233 14376.77
310.820 2.756 26.491 13.660 14651.43
NODE 117.10 :
------------------------------------------------------------------------------
HGL = < 344.823>;EGL= < 349.652>;FLOWLINE= < 340.670>
01
Page 10
C605P1.RES
I ) FLOW PROCESS FROM NODE 117.10 TO NODE 117.00 IS CODE = 5
"-' UPSTREAM NODE 117.00 ELEVATION = 341.00 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(cFs) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 223.10 54.00 0.00 341.00 4.17 23.900
DOWNSTREAM 270.50 54.00 - 340.67 4.33 17.635
LATERAL #1 44.70 36.00 90.00 342.17 2.18 8.132
LATERAL #2 2.70 30.00 90.00 342.67 0.54 0.864
QS 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*coS(DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2) *16. 1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03374
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01640
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02507
JUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = 0.100 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (Dv+Hv1-HV2)+(ENTRANcE LOSSES)
JUNCTION LOSSES = ( 2.777)+( 0.000) = 2.777 ------------------------------------------------------------------------------
NODE 117.00 : HGL = < 343.558>;EGL= < 352.428>;FLOWLINE= < 341.000>
FLOW PROCESS FROM NODE 117.00 TO NODE 116.55 IS CODE = 1
UPSTREAM NODE 116.55 ELEVATION = 341.90 (FLOW IS SUPERCRITICAL)
--
CALCULATE FRICTION LOSSES(LACFCD):
,.-... PIPE FLOW = 223.10 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 21.58 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------
NORMAL DEPTH(FT) = 2.40 CRITICAL DEPTH(FT) = 4.17
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.58
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 2.583 23.612 11.246 10866.49
6.104 2.576 23.696 11.300 10898.20
12.506 2.568 23.780 11.354 10930.19
19.232 2.561 23.865 11.410 10962.48
21.580 2.558 23.893 11.428 10973.26
--
NODE 116.55 : HGL = < 344.483>;EGL= < 353.146>;FLOWLINE= < 341.900>
FLOW PROCESS FROM NODE 116.55 TO NODE 116.50 IS CODE = 5
UPSTREAM NODE 116.50 ELEVATION = 341.90 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(cFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 220.90 54.00 0.00 341.90 4.16 24.009
DOWNSTREAM 223.10 54.00 - 341.90 4.17 23.620
LATERAL #1 2.20 18.00 90.00 343.40 0.56 1.655
LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
Page 11
O C605P1.RES
DY=(Q2*V2_Q1*V1*COS(DELTA1) _Q3*V3*COS(DELTA3)_
Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRIcTIoN LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03435
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03272
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03354
JUNCTION LENGTH = 1.00 FEET
FRICTION LOSSES = 0.034 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( 0.233)+( 0.000) = 0.233
NODE 116.50 :
------------------------------------------------------------------------------
HGL = < 344.428>;EGL= < 353.379>;FLOWLINE= < 341.900>
FLOW PROCESS FROM NODE 116.50 TO NODE 116.10 IS CODE = 1
UPSTREAM NODE 116.10 ELEVATION = 351.00 (FLOW IS SUPERCRITICAL)
- CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 220.90 CFS PIPE DIAMETER = 54.00 INCHES
PIPE LENGTH = 218.77 FEET MANNING'S N = 0.01300
NORMAL DEPTH(FT)
------------------------------------------------------------------------------
= 2.38 CRITICAL DEPTH(FT) = 4.16
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.19
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM
------------------------------------------------------------------------------
FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 3.187 18.337 8.411 8912.20
3.525 3.155 18.540 8.495 8975.14
( '
7.325
11.426
3.123 18.749
3.091 18.964
8.584
8.678
9040.92
9109.62
15.859 3.058 19.186 8.778 9181.31
20.656 3.026 19.414 8.882 9256.11
25.859 2.994 19.649 8.993 9334.09
31.511 2.962 19.891 9.110 9415.38
37.668 2.930 20.141 9.233 9500.06
44.393 2.898 20.398 9.362 9588.26
51.762 2.866 20.662 9.499 9680.10
59.868 2.834 20.935 9.643 9775.70
68.822 2.801 21.217 9.796 9875.20
78.765 2.769 21.507 9.956 9978.73
89.874 2.737 21.806 10.125 10086.43
102.375 2.705 22.115 10.304 10198.47
116.568 2.673 22.433 10.492 10315.01
132.860 2.641 22.762 10.691 10436.22
151.819 2.609 23.102 10.901 10562.28
174.278 2.576 23.452 11.122 10693.38
201.533 2.544 23.814 11.356 10829.73
218.770 2.528 24.001 11.479 10900.47
NODE 116.10 :
------------------------------------------------------------------------------
HGL = < 354.187>;EGL= < 359.411>;FLOWLINE= < 351.000>
FLOW PROCESS FROM NODE 116.10 TO NODE 116.00 IS CODE = 5
UPSTREAM NODE ------------------------------------------------------------------------------ 116.00 ELEVATION = 352.00 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (Fr/SEC)
UPSTREAM 165.00 48.00 0.00 352.00 3.70 25.093
C DOWNSTREAM 220.90 54.00 - 351.00 4.16 18.342
LATERAL #1 55.90 36.00 90.00 353.00 2.42 9.133
Page 12
C C605P1.RES
LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2_Q1*V1*COS(DELTA1)_Q3*V3*COS(DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2) *16 1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04677
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01747
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03212
JUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = 0.128 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+Hv1-Hv2)+(ENTRANcE LOSSES)
JUNCTION LOSSES = ( 4.439)+( 0.000) = 4.439
NODE 116.00 : HGL = < 354.073>;EGL= < 363.851>;FLOWLINE= < 352.000>
FLOW PROCESS FROM NODE 116.00 TO NODE 115.05 IS CODE = 1
UPSTREAM NODE 115.05 ELEVATION = 354.43 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 165.00 CFS PIPE DIAMETER = 48.00 INCHES
PIPE LENGTH = 40.47 FEET MANNING'S N = 0.01300
NORMAL DEPTH(FT)
------------------------------------------------------------------------------
= 1.93 CRITICAL DEPTH(FT) = 3.70
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.13
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
,-.. DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 2.133 24.199 11.232 8127.25
4.683 2.125 24.317 11.313 8161.52
9.601 2.117 24.436 11.395 8196.18
14.776 2.109 24.557 11.478 8231.24
20.233 2.100 24.678 11.563 8266.71
25.999 2.092 24.801 11.649 8302.60
32.105 2.084 24.925 11.737 8338.91
38.589 2.075 25.051 11.826 8375.63
40.470 2.073 25.085 11.851 8385.71
NODE 115.05 :
------------------------------------------------------------------------------
HGL = < 356.563>;EGL= < 365.662>;FLOWLINE= < 354.430>
FLOW PROCESS FROM NODE 115.05 TO NODE 115.00 IS CODE = 5
UPSTREAM NODE ------------------------------------------------------------------------------ 115.00 ELEVATION = 354.99 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(cFs) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (Fr/SEC)
UPSTREAM 158.00 48.00 0.00 354.99 3.65 25.822
DOWNSTREAM 165.00 48.00 - 354.43 3.70 24.206
LATERAL #1 4.00 18.00 90.00 355.43 0.77 2.420
LATERAL #2 3.00 18.00 90.00 356.24 0.66 4.018
QS 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY= (Q2 *V2 _Q1*V1*COS (DELTA1) -Q3 *v3 *5 (DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2) *16. 1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05195
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04252
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04723
Page 13
C C605P1.RES
JUNCTION LENGTH = 10.03 FEET
FRICTION LOSSES = 0.474 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = C 1.641)+( 0.000) = 1.641 ------------------------------------------------------------------------------
NODE 115.00 : HGL = < 356.949>;EGL= < 367.303>;FLOWLINE= < 354.990>
FLOW PROCESS FROM NODE 115.00 TO NODE 114.10 IS CODE = 1
UPSTREAM NODE 114.10 ELEVATION = 372.92 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES (LACFCD):
PIPE FLOW = 158.00 CFS PIPE DIAMETER = 48.00 INCHES
PIPE LENGTH = 329.68 FEET MANNING'S N = 0.01300
-
NORMAL DEPTH(FT) = 1.93 CRITICAL DEPTH(FT) = 3.65
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.30
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM
------------------------------------------------------------------------------
FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 2.303 21.089 9.213 6922.12
4.005 2.288 21.255 9.308 6966.11
8.241 2.273 21.424 9.405 7011.02
12.728 2.258 21.596 9.505 7056.87
17.490 2.244 21.771 9.608 7103.67
22.555 2.229 21.948 9.714 7151.45
27.955 2.214 22.129 9.823 7200.23
33.727
39.913
2.199
2.184
22.313
22.501
9.935
10.051
7250.03
7300.88
46.566 2.170 22.691 10.170 7352.79
53.745 2.155 22.885 10.292 7405.78
61.526 2.140 23.083 10.419 7459.90
69.998 2.125 23.283 10.548 7515.15
79.274 2.110 23.488 10.682 7571.57
89.494 2.096 23.696 10.820 7629.17
100.840 2.081 23.908 10.962 7688.00
113.551 2.066 24.124 11.109 7748.07
127.953 2.051 24.344 11.260 7809.43
144.499 2.036 24.568 11.415 7872.08
163.854 2.022 24.797 11.575 7936.08
187.052 2.007 25.029 11.740 8001.45
215.822 1.992 25.266 11.911 8068.23
253.405 1.977 25.508 12.087 8136.44
307.089 1.962 25.754 12.268 8206.13
329.680 1.959 25.814 12.313 8223.26
NODE 114.10 : HGL = < 375.223>;EGL=
------------------------------------------------------------------------------
< 382.133>;FLOWLINE= < 372.920>
FLOW PROCESS FROM NODE 114.10 TO NODE 114.00 IS CODE = 5
UPSTREAM NODE
-
114.00 ELEVATION = 373.25 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(cFs) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 138.90 48.00 0.00 373.25 3.50 24.582
DOWNSTREAM 158.00 48.00 - 372.92 3.65 21.096
LATERAL #1 19.10 24.00 90.00 374.92 1.57 7.211
LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000 C Q5 0.00===Q5 EQUALS BASIN INPUT===
Page 14
C605P1.RES C LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2_Q1*V1*COS(DELTA1)_Q3*V3*COS(DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2) *16. 1)+FRIcTIoN LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04972
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03048
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04010
JUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = 0.160 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+Hv1-Hv2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( 2.341)+( 0.000) = 2.341
NODE 114.00 :
------------------------------------------------------------------------------
HGL = < 375.092>;EGL= < 384.474>;FLOWLINE= < 373.250>
FLOW PROCESS FROM NODE 114.00 TO NODE 113.10 IS CODE = 1
UPSTREAM NODE 113.10 ELEVATION = 386.00 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 138.90 CFS PIPE DIAMETER = 48.00 INCHES
PIPE LENGTH = 218.46 FEET MANNING'S N = 0.01300
NORMAL DEPTH(FT)
------------------------------------------------------------------------------
= 1.76 CRITICAL DEPTH(FT) = 3.50
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.61
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM
------------------------------------------------------------------------------
FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 2.610 15.990 6.582 4923.29
( 2.090 2.576 16.233 6.670 4970.36
4.366 2.542 16.484 6.764 5020.09
6.848 2.508 16.745 6.864 5072.59
9.556 2.474 17.015 6.972 5127.96
12.515 2.440 17.296 7.088 5186.33
15.753 2.406 17.587 7.212 5247.83
19.303 2.372 17.889 7.344 5312.59
23.205 2.338 18.203 7.486 5380.75
27.504 2.304 18.529 7.638 5452.49
32.256 2.270 18.868 7.801 5527.95
37.527 2.236 19.220 7.976 5607.33
43.399 2.202 19.586 8.163 5690.80
49.973 2.168 19.968 8.363 5778.58
57.379 2.134 20.365 8.578 5870.87
65.781 2.100 20.778 8.808 5967.93
75.398 2.066 21.209 9.055 6069.98
86.525 2.032 21.659 9.321 6177.32
99.577 1.998 22.128 9.606 6290.22
115.162 1.964 22.618 9.913 6409.01
134.223 1.930 23.131 10.243 6534.02
158.340 1.896 23.666 10.598 6665.62
190.478 1.862 24.226 10.981 6804.20
218.460 1.842 24.574 11.224 6890.53
NODE 113.10 :
------------------------------------------------------------------------------
HGL = < 388.610>;EGL= < 392.582>;FLoWLINE= < 386.000>
FLOW PROCESS FROM NODE 113.10 TO NODE 113.00 IS CODE = 5
UPSTREAM NODE 113.00 ELEVATION = 386.33 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES: C PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
Page 15
C (cFs) (INCHES)
C605P1.RES
(DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 109.10 48.00 0.00 386.33 3.16 20.510
DOWNSTREAM 138.90 48.00 - 386.00 3.50 15.995
LATERAL #1 29.80 36.00 45.00 387.00 1.77 6.876
LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2_Q1V1*COS(DELTA1) _Q3*V3*COS(DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES
UPSTREAM: MANNING 'S N = 0.01300; FRICTION SLOPE = 0.03612
DOWNSTREAM: MANNING 'S N = 0.01300; FRICTION SLOPE = 0.01617
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02615
JUNCTION LENGTH = 5.00 FEET
FRICTION LOSSES = 0.131 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+Hv1-Hv2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( 2.038)+( 0.000) = 2.038
NODE 113.00 :
------------------------------------------------------------------------------
HGL = < 388.088>;EGL= < 394.621>;FLOWLINE= < 386.330>
FLOW PROCESS FROM NODE 113.00 TO NODE 112.10 IS CODE = 1
UPSTREAM NODE 112.10 ELEVATION = 391.16 (FLOW IS SUPERCRITICAL)
CALCULATE FRICTION
------------------------------------------------------------------------------
LOSSES(LACFCD):
PIPE FLOW = 109.10 CFS PIPE DIAMETER = 48.00 INCHES
PIPE LENGTH = 75.00 FEET MANNING'S N = 0.01300
NORMAL DEPTH(FT) = 1.50
------------------------------------------------------------------------------
CRITICAL DEPTH(FT) = 3.16
O UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.40
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH
------------------------------------------------------------------------------
VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fl) (Fr/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 2.402 13.839 5.378 3437.37
1.437 2.366 14.092 5.452 3473.34
3.023 2.330 14.355 5.532 3511.82
4.772 2.294 14.630 5.620 3552.93
6.703 2.258 14.916 5.715 3596.78
8.836 2.222 15.214 5.818 3643.53
11.194 2.186 15.525 5.931 3693.30
13.805 2.150 15.849 6.053 3746.26
16.703 2.114 16.188 6.185 3802.57
19.925 2.078 16.542 6.329 3862.42
23.518 2.041 16.912 6.485 3925.99
27.539 2.005 17.299 6.655 3993.49
32.056 1.969 17.704 6.839 4065.16
37.156 1.933 18.129 7.040 4141.24
42.947 1.897 18.574 7.258 4222.00
49.569 1.861 19.041 7.494 4307.74
57.207 1.825 19.532 7.752 4398.75
66.112 1.789 20.047 8.033 4495.40
75.000 1.758 20.504 8.291 4581.70
NODE 112.10 :
------------------------------------------------------------------------------
HGL = < 393.562>;EGL= < 396.538>;FLOWLINE= < 391.160>
FLOW PROCESS FROM NODE 112.10 TO NODE 112.00 IS CODE = 5
UPSTREAM NODE 112.00 ELEVATION = 392.16 (FLOW IS SUPERCRITICAL)
tD CALCULATE JUNCTION LOSSES:
Page 16
C605P1.RES
PIPE C) FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFs) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 65.10 36.00 0.00 392.16 2.59 24.279
DOWNSTREAM 109.10 48.00 - 391.16 3.16 13.843
LATERAL #1 22.30 24.00 90.00 393.16 1.68 7.897
LATERAL #2 21.70 24.00 90.00 393.16 1.67 7.763
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY= (Q2 *v2 _Q1*V1*COS (DELTA1) -Q3 *v3 *COS (DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2) *16. 1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.08043
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01274
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04659
JUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = 0.186 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+Hv1-Hv2)+(ENTRANcE LOSSES)
JUNCTION LOSSES = ( 5.989)+( 0.000) = 5.989
NODE 112.00 : HGL = < 393.374>;EGL= < 402.527>;FLOWLINE= < 392.160>
FLOW PROCESS FROM NODE 112.00 TO NODE 112.51 IS CODE = 1
UPSTREAM NODE 112.51 ELEVATION = 408.67 (FLOW IS SUPERCRITICAL)
CALCULATE FRICTION
------------------------------------------------------------------------------
LOSSES(LACFCD):
PIPE FLOW = 65.10 CFS PIPE DIAMETER = 36.00 INCHES
PIPE LENGTH = 201.82 FEET MANNING'S N = 0.01300
NORMAL DEPTH(FT) = 1.21
------------------------------------------------------------------------------
CRITICAL DEPTH(FT) = 2.59
C 1.29
GRADUALLY VARIED VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH
------------------------------------------------------------------------------
VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 1.286 22.480 9.138 2934.43
2.907 1.283 22.552 9.186 2942.96
5.950 1.280 22.625 9.233 2951.55
9.142 1.277 22.698 9.282 2960.20
12.496 1.274 22.771 9.330 2968.90
16.028 1.271 22.845 9.380 2977.67
19.757 1.267 22.919 9.429 2986.49
23.704 1.264 22.994 9.480 2995.37
27.894 1.261 23.069 9.530 3004.32
32.356 1.258 23.145 9.581 3013.32
37.126 1.255 23.221 9.633 3022.39
42.247 1.252 23.298 9.686 3031.51
47.769 1.249 23.375 9.738 3040.70
53.759 1.246 23.453 9.792 3049.96
60.296 1.243 23.531 9.846 3059.27
67.487 1.239 23.609 9.900 3068.65
75.469 1.236 23.688 9.955 3078.10
84.429 1.233 23.768 10.011 3087.61
94.628 1.230 23.848 10.067 3097.18
106.450 1.227 23.929 10.123 3106.83
120.491 1.224 24.010 10.181 3116.53
137.747 1.221 24.091 10.239 3126.31
160.086 1.218 24.173 10.297 3136.15
191.706 1.215 24.256 10.356 3146.07
201.820 1.214 24.272 10.367 3147.92 -------------------------------------------------------------------------
Page 17
C605Pi.. RES
NODE 112.51 : HGL = < 409.956>;EGL= < 417.808>;FLOWLINE= < 408.670>
FLOW PROCESS FROM NODE 112.51 TO NODE 112.50 IS CODE = 5
UPSTREAM NODE 112.50 ELEVATION = 409.00 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(cFs) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (Fr/SEC)
UPSTREAM 65.10 36.00 0.00 409.00 2.59 22.689
DOWNSTREAM 65.10 36.00 - 408.67 2.59 22.487
LATERAL #1 0.00 0.00 0.00 0.00 0.00 0.000
LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000
QS O.00===QS EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY= (Q2 *V2 _Q1*V1*COS (DELTA1) Q3 *v3 *COS (DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2)*16 1)-f FRICTION LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.06685
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.06525
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.06605
JUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = 0.264 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( 0.463)+( 0.000) = 0.463
NODE 112.50 :
------------------------------------------------------------------------------
HGL = < 410.278>;EGL= < 418.271>;FLOWLINE= < 409.000>
FLOW PROCESS FROM NODE 112.50 TO NODE 111.10 IS CODE = 1
UPSTREAM NODE ------------------------------------------------------------------------------ 111.10 ELEVATION = 426.50 (FLOW IS SUPERCRITICAL)
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 65.10 CFS PIPE DIAMETER = 36.00 INCHES
PIPE LENGTH = 250.02 FEET MANNING'S N = 0.01300
NORMAL DEPTH(FT) = 1.26
------------------------------------------------------------------------------
CRITICAL DEPTH(FT) = 2.59
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.67
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
--
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 1.668 16.122 5.706 2214.52
1.932 1.652 16.318 5.789 2235.20
3.995 1.635 16.519 5.875 2256.56
6.202 1.619 16.725 5.965 2278.63
8.566 1.603 16.937 6.060 2301.43
11.105 1.587 17.154 6.159 2324.98
13.838 1.570 17.377 6.262 2349.32
16.785 1.554 17.607 6.371 2374.46
19.973 1.538 17.842 6.484 2400.44
23.433 1.522 18.084 6.603 2427.28
27.201 1.505 18.332 6.727 2455.01
31.320 1.489 18.588 6.857 2483.67
35.845 1.473 18.850 6.994 2513.29
40.843 1.456 19.120 7.137 2543.90
46.397 1.440 19.398 7.287 2575.54
52.616 1.424 19.684 7.444 2608.24
59.644 1.408 19.979 7.609 2642.06
67.673 1.391 20.282 7.783 2677.02 Q 76.976 1.375 20.594 7.965 2713.19
Page 18
87.950 C 1.359
C605P1.RES
20.916 8.156 2750.59
101.211 1.343 21.247 8.357 2789.29
117.794 1.326 21.589 8.568 2829.33
139.636 1.310 21.941 8.790 2870.78
171.092 1.294 22.305 9.024 2913.69
226.133 1.278 22.680 9.270 2958.12
250.020
- -
1.278 22.682 9.271 2958.27
NODE 111.10 : HGL = < 428.168>;EGL= < 432.206>;FLOWLINE= < 426.500>
FLOW PROCESS FROM NODE 111.10 TO NODE 111.00 IS CODE = 5
UPSTREAM NODE 111.00 ------------------------------------------------------------------------------ ELEVATION = 426.83 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(cFs) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (Fr/SEC)
UPSTREAM 54.50 36.00 0.00 426.83 2.40 19.963
DOWNSTREAM 65.10 36.00 - 426.50 2.59 16.127
LATERAL #1 10.60 18.00 90.00 428.00 1.25 6.735
LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2_Q1*V1COS(DELTA1) _Q3*V3*COS(DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05366
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02682
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04024
JUNCTION LENGTH = 4.00 FEET
,- FRICTION LOSSES = 0.161 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY-i-Hv1-HV2)+(ENTRANCE LOSSES)
JUNCTION LOSSES = ( 2.042)+( 0.000) = 2.042 ------------------------------------------------------------------------------
NODE 111.00 : HGL = < 428.060>;EGL= < 434.248>;FLOWLINE= < 426.830>
FLOW PROCESS FROM NODE 111.00 TO NODE 104.10 IS CODE = 1
UPSTREAM NODE 104.10 ELEVATION = 431.60 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD) :
PIPE FLOW = 54.50 CFS PIPE DIAMETER = 36.00 INCHES
PIPE LENGTH = 75.34 FEET MANNING'S N = 0.01300
NORMAL DEPTH(FT) = 1.18 CRITICAL DEPTH(FT) = 2.40
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.35
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 1.349 17.682 6.207 1977.27
2.413 1.342 17.801 6.266 1988.53
4.955 1.335 17.922 6.326 1999.96
7.637 1.328 18.044 6.387 2011.57
10.473 1.321 18.168 6.450 2023.36
13.477 1.314 18.294 6.514 2035.33
16.668 1.307 18.421 6.580 2047.48
20.065 1.300 18.550 6.647 2059.83
23.692 1.293 18.680 6.715 2072.36
27.578 1.287 18.813 6.786 2085.09 C 31.757 1.280 18.947 6.857 2098.02
Page 19
36.269 O 1.273
C605P1.RES
19.083 6.931 2111.15
41.164 1.266 19.221 7.006 2124.49
46.504 1.259 19.360 7.083 2138.04
52.366 1.252 19.502 7.161 2151.80
58.852 1.245 19.646 7.242 2165.78
66.092 1.238 19.792 7.324 2179.99
74.266 1.231 19.939 7.409 2194.41
75.340
-
1.230 19.956 7.418 2196.08
NODE 104.10 : HGL = < 432.949>;EGL= < 437.807>;FLOWLINE= < 431.600>
FLOW PROCESS FROM NODE 104.10 TO NODE 104.00 IS CODE = 5
UPSTREAM NODE 104.00 ------------------------------------------------------------------------------ ELEVATION = 432.60 (FLOW IS SUPERCRITICAL)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (Fr/SEC)
UPSTREAM 45.40 24.00 0.00 432.60 1.97 19.910
DOWNSTREAM 54.50 36.00 - 431.60 2.40 17.688
LATERAL #1 9.10 24.00 90.00 433.10 1.08 5.277
LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY= (Q2 *V2 _Q1*v1*COS (DELTA1) -Q3 *v3 (DELTA3) -
Q4*V4*COS(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.06172
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03861
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05017
,- JUNCTION LENGTH = 4.00 FEET
( FRICTION LOSSES = 0.201 FEET ENTRANCE LOSSES = 0.000 FEET
'-' JUNCTION LOSSES = (DY+Hv1-Hv2)+(ENTRANcE LOSSES)
JUNCTION LOSSES = ( 2.311)+( 0.000) = 2.311 ------------------------------------------------------------------------------
NODE 104.00 : HGL = < 433.963>;EGL= < 440.118>;FLOWLINE= < 432.600>
FLOW PROCESS FROM NODE 104.00 TO NODE 110.10 IS CODE = 1
UPSTREAM NODE 110.10 ELEVATION = 441.00 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 45.40 CFS PIPE DIAMETER = 24.00 INCHES
PIPE LENGTH = 120.66 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------
NORMAL DEPTH(FT) = 1.31 CRITICAL DEPTH(FT) = 1.97
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.97
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 1.971 14.490 5.233 1465.54
0.162 1.944 14.561 5.239 1466.61
0.594 1.918 14.653 5.253 1469.49
1.253 1.891 14.761 5.276 1473.89
2.123 1.864 14.884 5.307 1479.68
3.200 1.838 15.022 5.344 1486.76
4.487 1.811 15.174 5.388 1495.08
5.995 1.784 15.338 5.440 1504.63
7.738 1.758 15.516 5.498 1515.39
9.739 1.731 15.707 5.564 1527.36
Page 20
C605P1. RES
12.024 1.704 15.911 5.638 1540.56
14.628 1.678 16.129 5.720 1555.00
17.596 1.651 16.360 5.810 1570.72
20.983 1.625 16.606 5.909 1587.75
24.860 1.598 16.866 6.018 1606.13
29.321 1.571 17.141 6.136 1625.91
34.491 1.545 17.432 6.266 1647.15
40.536 1.518 17.739 6.407 1669.91
47.696 1.491 18.064 6.561 1694.27
56.317 1.465 18.406 6.729 1720.28
66.942 1.438 18.768 6.911 1748.06
80.479 1.412 19.150 7.109 1777.68
98.632 1.385 19.553 7.325 1809.25
120.660 1.363 19.903 7.518 1836.95
NODE 110.10 : HGL =
------------------------------------------------------------------------------
< 442.971>;EGL= < 446.233>;FLOWLINE= < 441.000>
FLOW PROCESS FROM NODE 110.10 TO NODE 110.00 IS CODE = 5
UPSTREAM NODE 110.00 ------------------------------------------------------------------------------ ELEVATION = 441.33 (FLOW IS AT CRITICAL DEPTH)
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 22.60 24.00 90.00 441.33 1.69 7.194
DOWNSTREAM 45.40 24.00 - 441.00 1.97 14.495
LATERAL #1 22.80 24.00 90.00 441.33 1.70 7.257
LATERAL #2 0.00 0.00 0.00 0.00 0.00 0.000
Q5 0.00===Q5 EQUALS BASIN INPUT===
-. LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY=(Q2*V2_Q1*V1*COS(DELTA1)_Q3*V3*COS(DELTA3) -
Q4*V4*C05(DELTA4))/((A1+A2)*16 1)+FRICTION LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00998
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03655
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02326
JUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = 0.093 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANcE LOSSES)
JUNCTION LOSSES = ( 4.149)+( 0.000) = 4.149 ------------------------------------------------------------------------------
NODE 110.00 : HGL = < 449.579>;EGL= < 450.382>;FLOWLINE= < 441.330>
FLOW PROCESS FROM NODE 110.00 TO NODE 107.00 IS CODE = 1
UPSTREAM NODE 107.00 ELEVATION = 441.85 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 22.60 CFS PIPE DIAMETER = 24.00 INCHES
PIPE LENGTH = 5.25 FEET MANNING'S N = 0.01300
SF=(Q/K)**2 = (C 22.60)/( 226.218))**2 = 0.00998 HF=L*SF = ( 5.25)*(0.00998) = 0.052
NODE 107.00 : HGL = < 449.631>;EGL= < 450.435>;FLOWLINE= < 441.850>
UPSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 107.00 FLOWLINE ELEVATION = 441.85
ASSUMED UPSTREAM CONTROL HGL = 443.54 FOR DOWNSTREAM RUN ANALYSIS
1Th END OF GRADUALLY VARIED FLOW ANALYSIS
0
Page 21
C C2129L. RES
PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1423
Analysis prepared by:
O'Day Consultants, Inc.
2710 Loker Avenue West, Suite 100
Carlsbad, CA 92008
Tel: 760-931-7700 Fax: 760-931-8680
************************** DESCRIPTION OF STUDY * CARLSBAD OAKS PHASE 3 * STA 21+29 LT WHIPTAIL * i:\961005\Hydrology\Phase3\Hydraulics\c2l29L .OUT
FILE NAME: C2129L.DAT
TIME/DATE OF STUDY: 10:15 01/31/2008
************************************************************************
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: '*" indicates nodal point data used.)
UPSTREAM RUN DOWNSTREAM RUN
NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+
NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS)
117.00- 2.40 DC 1327.31 1.00* 2758.59
} FRICTION
123.10- 2.38*Dc 1327.12 2.38*Dc 1327.12 ------------------------------------------------------------------------------
MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------
NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
DOWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 117.00 FLOWLINE ELEVATION = 342.17
PIPE FLOW = 53.50 CFS PIPE DIAMETER = 36.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 344.570 FEET ------------------------------------------------------------------------------
NODE 117.00 : HGL = < 343.166>;EGL= < 353.742>;FLOwLINE= < 342.170>
FLOW PROCESS FROM NODE 117.00 TO NODE 123.10 IS CODE = 1
UPSTREAM NODE 123.10 ELEVATION = 354.17 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 53.50 CFS PIPE DIAMETER = 36.00 INCHES
PIPE LENGTH = 60.00 FEET MANNING'S N = 0.01300
NORMAL DEPTH(FT) = 0.86 CRITICAL DEPTH(FT) = 2.38
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.38
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 2.376 8.908 3.609 1327.12
Page 1
C."
C
0.018 2.315
C2129L.RES
9.136 3.612 1328.39
0.074 2.255 9.385 3.623 1332.29
0.174 2.194 9.654 3.642 1339.01
0.323 2.134 9.947 3.671 1348.73
0.529 2.073 10.265 3.710 1361.67
0.799 2.012 10.610 3.762 1378.09
1.144 1.952 10.986 3.827 1398.28
1.577 1.891 11.394 3.908 1422.56
2.112 1.830 11.840 4.008 1451.32
2.769 1.770 12.326 4.130 1485.00
3.570 1.709 12.858 4.278 1524.11
4.547 1.648 13.442 4.456 1569.24
5.735 1.588 14.084 4.670 1621.09
7.185 1.527 14.792 4.927 1680.48
8.961 1.467 15.575 5.236 1748.40
11.151 1.406 16.445 5.608 1826.01
13.876 1.345 17.416 6.058 1914.72
17.311 1.285 18.504 6.604 2016.24
21.713 1.224 19.728 7.271 2132.66
27.489 1.163 21.115 8.091 2266.57
35.329 1.103 22.695 9.106 2421.20
46.539 1.042 24.509 10.375 2600.66
60.000 0.996 26.091 11.572 2758.59
NODE 123.10
------------------------------------------------------------------------------
: HGL = < 356.546>;EGL= < 357.779>;FLOWLINE= < 354.170>
UPSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 123.10 FLOWLINE ELEVATION = 354.17
ASSUMED UPSTREAM CONTROL HGL = 356.55 FOR DOWNSTREAM RUN ANALYSIS
END OF GRADUALLY VARIED FLOW ANALYSIS
0
Page 2
NODE
NUMBER
116.00-
}
2405.50-
}
3405.00-
}
2304.00-
C
C BOBCAT.RES
PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1423
Analysis prepared by:
O'Day Consultants, Inc.
2710 Loker Avenue west, Suite 100
Carlsbad, CA 92008
Tel: 760-931-7700 Fax: 760-931-8680
************************** DESCRIPTION OF STUDY
CARLSBAD OAKS PHASE 3 *
PROPOSED BOBCAT CT. *
I:\961005\Hydrology\Phase3\HydrauliCS\BOBCAT.RES *
FILE NAME: BOBCAT.DAT
TIME/DATE OF STUDY: 09:10 01/31/2008
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: 11*11 indicates nodal point data used.)
UPSTREAM RUN DOWNSTREAM RUN
MODEL PRESSURE PRESSURE+ FLOW PRESSURE+
PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS)
2.44 DC 1443.04 1.35* 2141.45
FRICTION
2.44 DC 1443.04 1.39* 2067.96
JUNCTION
2.33 DC 1461.16 1.40* 2013.75
FRICTION
2.33*Dc 1461.16 2.33*Dc 1461.16 ------------------------------------------------------------------------------
MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------
NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
DOWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 116.00 FLOWLINE ELEVATION = 352.50
PIPE FLOW = 56.80 CFS PIPE DIAMETER = 36.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 354.900 FEET
*NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 2.40 FT.)
IS LESS THAN CRITICAL DEPTH( 2.44 FT.)
===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH
FOR UPSTREAM RUN ANALYSIS ------------------------------------------------------------------------------
NODE 116.00 : HGL = < 353.847>;EGL= < 359.142>;FLOWLINE= < 352.500>
FLOW PROCESS FROM NODE 116.00 TO NODE 2405.50 IS CODE = 1
UPSTREAM NODE 2405.50 ELEVATION = 354.39 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 56.80 CFS PIPE DIAMETER = 36.00 INCHES
PIPE LENGTH = 37.79 FEET MANNING'S N = 0.01300
3
--
NORMAL DEPTH(FT)-1.28 CRITICAL DEPTH(FT) -
-
2.44
Page 1
C BOBCAT.RES
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.39
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM
------------------------------------------------------------------------------
FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 1.390 17.716 6.267 2067.96
2.870 1.386 17.787 6.302 2074.89
5.881 1.382 17.858 6.337 2081.89
9.044 1.377 17.930 6.372 2088.96
12.375 1.373 18.002 6.409 2096.09
15.888 1.369 18.075 6.445 2103.28
19.604 1.365 18.149 6.482 2110.55
23.544 1.360 18.223 6.520 2117.88
27.734 1.356 18.298 6.558 2125.28
32.205 1.352 18.373 6.597 2132.74
36.992 1.348 18.449 6.636 2140.28
37.790 1.347 18.461 6.642 2141.45
NODE 2405.50
------------------------------------------------------------------------------
: HGL = < 355.780>;EGL= < 360.657>;FLOWLINE= < 354.390>
FLOW PROCESS FROM NODE 2405.50 TO NODE 3405.00 IS CODE = 5
UPSTREAM NODE 3405.00 ELEVATION = 354.89 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE JUNCTION LOSSES:
PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY
(cFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC)
UPSTREAM 52.70 30.00 0.00 354.89 2.33 18.686
DOWNSTREAM 56.80 36.00 - 354.39 2.44 17.722
LATERAL #1 2.20 18.00 90.00 355.89 0.56 3.655
LATERAL #2 1.90 18.00 90.00 355.89 0.52 3.500
Q5 0.00===Q5 EQUALS BASIN INPUT===
LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED:
DY= (Q2 *V2 _Q1*V1*COS (DELTA1) Q3 V3 *CO5 (DELTA3) - Q4*V4*COS(DELTA4))/((A1+A2) *16. 1)+FRIcrIoN LOSSES
UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04575
DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03770
AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04173
JUNCTION LENGTH = 4.00 FEET
FRICTION LOSSES = 0.167 FEET ENTRANCE LOSSES = 0.000 FEET
JUNCTION LOSSES = (DY+Hv1-HV2)+(ENTRANcE LOSSES)
JUNCTION LOSSES = ( 1.052)+( 0.000) = 1.052
NODE 3405.00 : HGL = < 356.287>;EGL= < 361.709>;FLOWLINE= < 354.890>
FLOW PROCESS FROM NODE 3405.00 TO NODE 2304.00 IS CODE = 1
UPSTREAM NODE 2304.00 ELEVATION = 367.53 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 52.70 CFS PIPE DIAMETER = 30.00 INCHES
PIPE LENGTH = 252.70 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------
NORMAL DEPTH(FT) = 1.36 CRITICAL DEPTH(FT) = 2.33
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.33
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
--DISTANCE-FROM FLOW-DEPTH--VELOCITY SPECIFIC PRESSURE -------
Page 2
(' 'S CONTROL(FT) (FT)
BOBCAT.RES
(FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 2.331 11.055 4.230 1461.16
0.074 2.292 11.176 4.233 1461.95
0.298 2.253 11.310 4.241 1464.27
0.673 2.214 11.457 4.254 1468.10
1.206 2.176 11.618 4.273 1473.44
1.909 2.137 11.792 4.297 1480.30
2.795 2.098 11.980 4.328 1488.73
3.882 2.059 12.182 4.364 1498.75
5.190 2.020 12.398 4.408 1510.42
6.746 1.981 12.629 4.459 1523.80
8.584 1.942 12.875 4.518 1538.98
10.743 1.903 13.139 4.585 1556.03
13.273 1.864 13.419 4.662 1575.05
16.238 1.825 13.718 4.749 1596.15
19.717 1.787 14.036 4.848 1619.45
23.815 1.748 14.375 4.958 1645.08
28.669 1.709 14.736 5.083 1673.20
34.466 1.670 15.122 5.223 1703.97
41.470 1.631 15.532 5.379 1737.58
50.069 1.592 15.970 5.555 1774.23
60.864 1.553 16.439 5.752 1814.17
74.867 1.514 16.939 5.973 1857.64
93.972 1.475 17.475 6.220 1904.94
122.445 1.437 18.049 6.498 1956.40
173.970 1.398 18.665 6.811 2012.38
252.700 1.397 18.680 6.819 2013.75
NODE 2304.00 : HGL = < 369.861>;EGL=
------------------------------------------------------------------------------
< 371.760>;FLOWLINE= < 367.530>
UPSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 2304.00 FLOWLINE ELEVATION = 367.53
ASSUMED UPSTREAM CONTROL HGL = 369.86 FOR DOWNSTREAM RUN ANALYSIS
END OF GRADUALLY VARIED FLOW ANALYSIS
No Page 3
O 2415.RES
PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1423
Analysis prepared by:
O'Day Consultants, Inc.
2710 Loker Avenue West, Suite 100
Carlsbad, CA 92008
Tel: 760-931-7700 Fax: 760-931-8680
************************** DESCRIPTION OF STUDY
* CARLSBAD OAKS PHASE 3 *
* PROPOSED BOBCAT CT INLET (SOUTH) *
* i:\961005\Hydrology\Phase3\Hydraulics\2415.res
**********************************************************************
FILE NAME: 2415.DAT
TIME/DATE OF STUDY: 09:25 01/31/2008
******************************************************************************
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: "h" indicates nodal point data used.)
UPSTREAM RUN DOWNSTREAM RUN
NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+
NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS)
,-.. 2405.00- 1.20* 56.66 0.30 32.09
} FRICTION } HYDRAULIC JUMP
2415.00- 0.53*Dc 21.55 0.53*Dc 21.55 ------------------------------------------------------------------------------
MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------
NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
******************************************************************************
DOWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 2405.00 FLOWLINE ELEVATION = 355.89
PIPE FLOW = 2.00 CFS PIPE DIAMETER = 18.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 357.090 FEET
-
NODE 2405.00 : HGL = < 357.090>;EGL= < 357.117>;FLOWLINE=< 355.890>
FLOW PROCESS FROM NODE 2405.00 TO NODE 2415.00 IS CODE = 1
UPSTREAM NODE 2415.00 ELEVATION = 358.03 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 2.00 CFS PIPE DIAMETER = 18.00 INCHES
PIPE LENGTH = 42.75 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------
HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
NORMAL DEPTH(FT) = 0.30 CRITICAL DEPTH(FT) = 0.53
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.53
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
C' DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
Page 1
.1
CONTROL(FT) (Fr)
2415.RES
(FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 0.533 3.552 0.729 21.55
0.007 0.524 3.640 0.730 21.56
0.031 0.514 3.732 0.731 21.60
0.072 0.505 3.828 0.732 21.66
0.134 0.495 3.929 0.735 21.74
0.217 0.486 4.035 0.739 21.86
0.326 0.476 4.146 0.743 22.00
0.463 0.467 4.263 0.749 22.17
0.633 0.457 4.386 0.756 22.37
0.839 0.448 4.516 0.765 22.61
1.088 0.438 4.653 0.775 22.88
1.387 0.429 4.797 0.786 23.19
1.742 0.419 4.949 0.800 23.54
2.166 0.410 5.110 0.815 23.92
2.671 0.400 5.281 0.834 24.36
3.274 0.391 5.462 0.854 24.84
3.998 0.381 5.654 0.878 25.37
4.872 0.372 5.859 0.905 25.96
5.940 0.362 6.077 0.936 26.61
7.266 0.353 6.310 0.971 27.32
8.945 0.343 6.558 1.012 28.10
11.143 0.334 6.825 1.058 28.95
14.165 0.324 7.111 1.110 29.89
18.704 0.315 7.419 1.170 30.92
26.975 0.305 7.751 1.239 32.05
42.750 0.305 ------------------------------------------------------------------------------ 7.761 1.241 32.09
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.20
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH
------------------------------------------------------------------------------
VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 1.200 1.319 1.227 56.66
0.513 1.173 1.348 1.202 54.27
1.023 1.147 1.379 1.176 51.95
1.532 1.120 1.413 1.151 49.70
2.037 1.093 1.449 1.126 47.51
2.539 1.067 1.488 1.101 45.40
3.038 1.040 1.529 1.076 43.35
3.533 1.013 1.574 1.052 41.38
4.024 0.987 1.622 1.027 39.48
4.510 0.960 1.674 1.003 37.66
4.991 0.933 1.730 0.980 35.92
5.465 0.907 1.790 0.956 34.27
5.931 0.880 1.856 0.933 32.69
6.389 0.853 1.926 0.911 31.21
6.838 0.827 2.003 0.889 29.81
7.274 0.800 2.086 0.868 28.51
7.698 0.773 2.177 0.847 27.30
8.105 0.747 2.276 0.827 26.19
8.493 0.720 2.385 0.808 25.18
8.857 0.693 2.504 0.791 24.28
9.194 0.667 2.636 0.774 23.49
9.497 0.640 2.781 0.760 22.83
9.757 0.613 2.942 0.748 22.29
9.964 0.587 3.123 0.738 21.89
10.103 0.560 3.324 0.732 21.64 C 10.155 0.533 3.552 0.729 21.55
42.750 0.533 3.552 0.729 21.55
Page 2
O 2415.RES
-END OF HYDRAULIC JUMP ANALYSIS -
I PRESSURE+MOMENTUM BALANCE OCCURS AT 6.12 FEET UPSTREAM OF NODE 2405.00 I
I DOWNSTREAM DEPTH = 0.869 FEET, UPSTREAM CONJUGATE DEPTH = 0.305 FEET----------------------------------------------------------------------------- I
NODE 2415.00 : HGL = < 358.563>;EGL= < 358.759>;FLOWLINE= < 358.030>
UPSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 2415.00 FLOWLINE ELEVATION = 358.03
ASSUMED UPSTREAM CONTROL HGL = 358.56 FOR DOWNSTREAM RUN ANALYSIS
END OF GRADUALLY VARIED FLOW ANALYSIS
0
C
IN
Page 3
2413.RES
PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE
(Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION)
(c) copyright 1982-2001 Advanced Engineering software (aes)
Ver. 8.0 Release Date: 01/01/2001 License ID 1423
Analysis prepared by:
O'Day Consultants, Inc.
2710 LOker Avenue West, Suite 100
Carlsbad, CA 92008
Tel: 760-931-7700 Fax: 760-931-8680
************************** DESCRIPTION OF STUDY
* CARLSBAD OAKS PHASE 3 *
* PROPOSED BOBCAT CT INLET (NORTH) *
* I:\961005\Hydrology\Phase3\Hydraulics\2413.res *
FILE NAME: 2413.DAT
TIME/DATE OF STUDY: 09:20 01/31/2008
GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM
NODAL POINT STATUS TABLE
(Note: "*" indicates nodal point data used.)
UPSTREAM RUN DOWNSTREAM RUN
NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+
NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS)
,- 2405.00- 1.20* 58.91 0.36 36.95
( } FRICTION } HYDRAULIC JUMP
'- 2413.00- 0.59*Dc 27.21 0.59*Dc 27.21 ------------------------------------------------------------------------------
MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------
NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST
CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM.
******************************************************************************
DOWNSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 2405.00 FLOWLINE ELEVATION = 355.89
PIPE FLOW = 2.40 CFS PIPE DIAMETER = 18.00 INCHES
ASSUMED DOWNSTREAM CONTROL HGL = 357.090 FEET ------------------------------------------------------------------------------
NODE 2405.00 : HGL = < 357.090>;EGL= < 357.129>;FLOWLINE= < 355.890>
FLOW PROCESS FROM NODE 2405.00 TO NODE 2413.00 IS CODE = 1
UPSTREAM NODE 2413.00 ELEVATION = 356.37 (HYDRAULIC JUMP OCCURS) ------------------------------------------------------------------------------
CALCULATE FRICTION LOSSES(LACFCD):
PIPE FLOW = 2.40 CFS PIPE DIAMETER = 18.00 INCHES
PIPE LENGTH = 4.75 FEET MANNING'S N = 0.01300
HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS
-- --
NORMAL DEPTH(FT) = 0.27 CRITICAL DEPTH(FT) = 0.59
UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.59
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+
Page 1
CONTROL(FT) C (Fr)
2413.RES
(FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 0.586 3.750 0.805 27.21
0.006 0.574 3.861 0.805 27.24
0.023 0.561 3.978 0.807 27.30
0.055 0.548 4.102 0.810 27.41
0.101 0.536 4.233 0.814 27.57
0.165 0.523 4.371 0.820 27.78
0.249 0.511 4.519 0.828 28.04
0.356 0.498 4.676 0.838 28.36
0.488 0.486 4.842 0.850 28.74
0.651 0.473 5.020 0.865 29.19
0.849 0.461 5.211 0.882 29.70
1.089 0.448 5.414 0.903 30.30
1.377 0.435 5.632 0.928 30.97
1.724 0.423 5.867 0.958 31.74
2.141 0.410 6.119 0.992 32.60
2.644 0.398 6.392 1.033 33.56
3.254 0.385 6.686 1.080 34.65
4.001 0.373 7.006 1.135 35.86
4.750 0.362 7.286 1.187 36.95
HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS
------------------------------------------------------------------------------
RESULTS
DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.20
GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION:
DISTANCE FROM FLOW DEPTH
------------------------------------------------------------------------------
VELOCITY SPECIFIC PRESSURE+
CONTROL(FT) (Fr) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS)
0.000 1.200 1.583 1.239 58.91
0.229
C.) 0.456
1.175
1.151
1.615
1.649
1.216
1.193
56.75
54.66
0.681 1.126 1.686 1.170 52.63
0.905 1.102 1.725 1.148 50.65
1.127 1.077 1.766 1.126 48.74
1.347 1.053 1.811 1.104 46.89
1.565 1.028 1.858 1.082 45.11
1.780 1.004 1.909 1.060 43.39
1.993 0.979 1.964 1.039 41.75
2.202 0.954 2.022 1.018 40.17
2.408 0.930 2.085 0.997 38.68
2.609 0.905 2.152 0.977 37.25
2.806 0.881 2.224 0.958 35.91
2.997 0.856 2.302 0.939 34.64
3.182 0.832 2.385 0.920 33.46
3.361 0.807 2.476 0.902 32.37
3.531 0.783 2.573 0.885 31.37
3.691 0.758 2.679 0.870 30.46
3.841 0.733 2.794 0.855 29.65
3.977 0.709 2.919 0.841 28.94
4.098 0.684 3.055 0.829 28.35
4.200 0.660 3.205 0.819 27.87
4.280 0.635 3.369 0.812 27.51
4.332 0.611 3.550 0.807 27.29
4.352 0.586 3.750 0.805 27.21
4.750 0.586 3.750 0.805 27.21
------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------
PRESSURE+MOMENTUM BALANCE OCCURS AT 3.77 FEET UPSTREAM OF NODE 2405.00
DOWNSTREAM DEPTH = 0.745 ----------------------------------------------------------------------------- FEET, UPSTREAM CONJUGATE DEPTH = 0.454 FEET
NODE 2413.00 : HGL = < 356.956>;EGL= < 357.175>;FLOWLINE= < 356.370>
Page 2
O 2413.RES
UPSTREAM PIPE FLOW CONTROL DATA:
NODE NUMBER = 2413.00 FLOWLINE ELEVATION = 356.37
ASSUMED UPSTREAM CONTROL HGL = 356.96 FOR DOWNSTREAM RUN ANALYSIS
END OF GRADUALLY VARIED FLOW ANALYSIS
0
0 Page 3
Basin 1A
Hydrology
I
(S
O
96051A.ouT
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 02/06/08 ------------------------------------------------------------------------
CARLSBAD OAKS PHASE 3
PROPOSED BASIN 1A
G:\ACCTS\961005\9605Al.OUT
***** Hydrology Study Control Information
------------------------------------------------------------------------
O'Day Consultants, San Deigo, California - S/N 10125 ------------------------------------------------------------------------
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.800
24 hour precipitation(inches) = 4.900
Adjusted 6 hour precipitation (inches) = 2.800
P6/P24 = 57.1%
San Diego hydrology manual 'C' values used
Runoff coefficients by rational method
++++++++++++++++++ ++ + + + +++++ + + ++++++++++ +++++++++ ++++++++ +++ +
Process from Point/Station 1.000 to Point/Station 2.000
INITIAL AREA EVALUATION
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 0 = 0.000
[INDUSTRIAL area type ] Initial subarea flow distance = 100.00(Ft.)
Highest elevation = 398.40(Ft.)
Lowest elevation = 397.00(Ft.)
Elevation difference = 1.40(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = .4.02 mm.
TC = [1.8*(1.1_c)*distanceA.5)/(% slopeA(1/3)]
TC = [1.8*(1.1_0.8500)*(100.00A.5)/( 1.40A(1/3)]= 4.02
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.377 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KcIA) is C = 0.850
subarea runoff = 0.941(CFS)
Total initial stream area = 0.150(Ac.)
Process from Point/Station 2.000 to Point/Station 3.000
IRREGULAR CHANNEL FLOW TRAVEL TIME
Estimated mean flow rate at midpoint of channel = 4.233(CFS)
Depth of flow = 0.300(Ft.), Average velocity = 0.939(Ft/s)
LI.) * * *I rregular Data ** * * ** ** ***
Page 1
C . 96051A.ouT
Information entered for subchannel number 1
Point number 'x' coordinate 'Y' coordinate
1 0.00 1.00
2 50.00 0.00
3 100.00 1.00
Manning's 'N' friction factor = 0.040 -----------------------------------------------------------------
Sub-Channel flow = 4.233(CFS)
flow top width = 30.032(Ft.)
velocity= 0.939(Ft/s)
area = 4.510(Sq.Ft)
Froude number = 0.427
Upstream point elevation = 397.000(Ft.)
Downstream point elevation = 395.800(Ft.)
Flow length = 150.000(Ft.)
Travel time = 2.66 mm.
Time of concentration = 7.66 mm.
Depth of flow = 0.300(Ft.)
Average velocity = 0.939(Ft/s)
Total irregular channel flow = 4.233(cFs)
Irregular channel normal depth above invert elev. = 0.300(Ft.)
Average velocity of channel(s) = 0.939(Ft/s)
Sub-Channel No. 1 critical depth = 0.213(Ft.)
critical flow top width = 21.289(Ft.)
critical flow velocity= 1.868(Ft/s)
critical flow area = 2.266(sq.Ft)
Adding area flow to channel
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
[INDUSTRIAL area type ]
Rainfall intensity = 5.601(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 4.999(CFS) for 1.050(Ac.)
Total runoff = 5.940(CFS) Total area = 1.20(Ac.)
++ +++++++++++++++++ +++++++++++++++ + + +
Process from Point/Station 3.000 to Point/Station 3.000
SUBAREA FLOW ADDITION
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
[INDUSTRIAL area type ]
Time of concentration = 7.66 mm.
Rainfall intensity = 5.601(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850
Subarea runoff = 3.809(CFS) for 0.800(Ac.)
Total runoff = 9.748(CFS) Total area = 2.00(Ac.)
++++++++++++++++++++++++++-f+++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000
PIPEFLOW TRAVEL TIME (User specified size)
C Upstream point/station elevation = 387.80(Ft.)
Downstream point/station elevation = 385.55(Ft.)
Page 2
9605LA.OuT
) Pipe length = 225.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.748(CFs)
Given pipe size = 24.00(m.)
Calculated individual pipe flow = 9.748(CFs)
Normal flow depth in pipe = 11.02(m.)
Flow top width inside pipe = 23.92(m.)
Critical Depth = 13.41(m.)
Pipe flow velocity = 6.93(Ft/s)
Travel time through pipe = 0.54 mm.
Time of concentration (TC) = 8.20 mm.
End of computations, total study area = 2.00 (Ac.)
C
Page 3
NO
INLET SIZING
BOBCAT COURT
Node#2413 (STA 9+38.45 Li')
Calculated Flowrate Q = 2.4 cfs
Capacity of Curb Inlet
Sump: Q = 3.87L(H)A3/2
If L = 4', H = 0.29' OK
USE 5' TYPE 'B' C.!.
Node#2415 (STA9+38.45 RT)
C) Calculated Flowrate Q = 2.0 cfs
Q = 0.7L(a+y)"3/2 (a = 0.333')
S = 6.90% (Approaching Street)
Y=0.22'
Q/L=0.288
L=6.94'
USE 8' TYPE 'B-I' C.I.
C
CHART I-I04.2
I- • FIGURE 27.3
—j---
Do vow
cus
__________ lt310CNTM. nrr ckc Sax ONLY
I I2 3
20 30 40 50
REV.
DISD1RE (C.FS) ONE StO E.XAI'IPLE:
G;.,n Q'IO 3' a31.
-
CPiortves: 0991h z 04, VelociPi ' 4.4 tt.
CITY OF SAN DIEGO
- DESIGN GUIDE
GUTTER AND ROADWAY
DISCHARGE -VELOCITY CHART
SHT. NO.
111-27.7